Loading...
HomeMy WebLinkAboutPermit D18-0047 - BRENNAN HEATING & AC - BUILD OUT NEW OFFICE SPACESBRENNAN HEATING & AC 4601 S 134 PL 018-0047 Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: htto://www.TukwilaWA.eov 2613200043 4601 S 134TH PL DEVELOPMENT PERMIT Project Name: BRENNAN HEATING & AC Permit Number: D18-0047 Issue Date: 5/24/2018 Permit Expires On: 11/20/2018 Owner: Name: JOLLY JAMES Address: 714 GRANT AVE S , RENTON, WA, 98057 Contact Person: Name: ZANE FRITTERER Phone: (206) 669-4237 Address: 4006 42ND AVE SW , SEATTLE, WA, 98116 Contractor: Name: FITTERER CONSTRUCTION SERVICES Phone: LLC Address: 4006 42ND AVE SW , SEATTLE, WA, 98116 License No: FITTECS871L4 Lender: Name: WESCO INSURANCE CO Address: 420 MAPLE , YUKON, OK, 73099 Expiration Date: 7/16/2019 DESCRIPTION OF WORK: BUILD OUT 3 NEW OFFICE SPACES IN INTERIOR ONE STORY WOOD FRAMED OFFICE LOCATED WITHIN THE EXISTING WAREHOUSE. Project Valuation: $28,617.60 Type of Fire Protection: Sprinklers: NO Fire Alarm: YES Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $1,186.30 Occupancy per IBC: S-1 Water District: 125 Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 Permit Center Authorized Signature: Date: S 4 V I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this developme agree to nditions attached to this permit. Signature: Print Na Date: This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 4: The total number of fire extinguishers required for a light hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 3,000 sq. ft. of area. The extinguisher(s) should be of the "all purpose" (2A, 10 B:C) dry chemical type. The travel distance to any extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 5.4) 1: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand- held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand-held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 2: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) 0 0 3: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 7.2, 7.3) 5: Maintain fire extinguisher coverage throughout. 6: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort. (IFC 1010.1.9) 7: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. (IFC Chapter 10) 8: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 9: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of the wrist to operate. (IFC 1010.1.9.1) 10: Aisles and aisle access ways serving as a portion of the exit access in the means of egress system shall comply with the requirements of this section. Aisles or aisle access ways shall be provided from all occupied portions of the exit access which contain seats, tables, furnishings, displays and similar fixtures or equipment. The required width of aisles shall be unobstructed. (IFC 1018.1) 12: A fire alarm system is required for this project. The fire alarm system shall meet the requirements of N.F.P.A. 72 and City Ordinance #2437. 13: Maintain square foot coverage of detectors per manufacturer's specifications in all areas including: closets, elevator shafts, top of stairwells, etc. (NFPA 72-17.5.3.1) 15: Maintain automatic fire detector coverage per N.F.P.A. 72. Addition/relocation of walls, closets or partitions may require relocating and/or adding automatic fire detectors. (NFPA 72-17.5.3.1) 16: Maintain fire alarm system audible/visual notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible/visual notification devices. (City Ordinance #2437) 14: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2437) (IFC 901.2) 17: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 18: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth in Table No. 803.11 of the International Building Code. 11: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 19: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 20: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 21: ***BUILDING PERMIT CONDITIONS*** 22: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 23: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 24: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 25: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 26: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 27: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 28: New suspended ceiling grid and light fixture installations shall meet the seismic design requirements for nonstructural components. ASCE 7, Chapter 13. 29: Partition walls shall not be tied to a suspended ceiling grid. All partitions greater than 6 feet in height shall be laterally braced to the building structure. Such bracing shall be independent of any ceiling splay bracing. 30: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 31: Structural Observations in accordance with I.B.C. Section 1709 is required. At the conclusion of the work included in the permit, the structural observer shall submit to the Building Official a written statement that the site visits have been made and identify any reported deficiencies which, to the best of the structural observer's knowledge, have not been resolved. 32: All wood to remain in placed concrete shall be treated wood. 33: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 34: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 35: Every occupied space other than enclosed parking garages and buildings used for repair of automobiles shall be ventilated in accordance with the applicable provisions of the International Mechanical Code. 36: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 37: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 38: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 39: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 40: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0301 CONCRETE SLAB 1400 FIRE FINAL 0201 FOOTING 0409 FRAMING 0502 LATH/GYPSUM BOARD 0401 ROOF SHEATHING 0 0 0603 ROOF/CEILING INSUL 4037 SI -CAST -IN-PLACE 4046 SI-EPDXY/EXP CONC 4032 SI -WOOD CONST 0602 SLAB/FLOOR INSUL 0406 SUSPENDED CEILING 0412 UNDERFLOOR FRAMING 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKTA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. t7L� GOV Project No. /� �► Date Application Accepted: 'l/ IIC"b Date Application Expires: ViOv (For office a only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION pl S I � � Ili' 7 I TbawL King C�Assessor's Tax No.: � 1326v0 43 Site Address: f l c. �ulte Number: Floor: New Tenant: ❑ Yes gy.. No Tenant Name: r( &el i Tom1 7 t /L PROPERTY OWNER Name: (n<_ Fr f -4 -r -,- r Address: 1. la7 c.t'2 a A `� (Si) City: S c.c cc State: £_ 7N- Zip: 'I8-1lb Name: vH ��� Tukwila Business License No.: Address: "Z II If( Arc- Zip:'1 City: .SC" State: Zip: Zip: 9J I b CONTACT PERSON - person receiving all project communication Name: (n<_ Fr f -4 -r -,- r Address: 1. la7 c.t'2 a A `� (Si) City: S c.c cc State: £_ 7N- Zip: 'I8-1lb Phone: Zo, :_ cG.9...g231 Fax: Email: 2,.,,: p Q t-fr_c-c/ e^317..c ' i. C'"+'1/4 GENERAL CONTRACTOR INFORMATION Company Name: Fj.f{.,rc� C s!► ft -c Svcs' r_ Address: CI 00 !v c{ Zt'/ 41.,S w City: gr l _ State: (,,A Zip: ?who Phone: 70 G . _ (1c 5 - 42,3i Fax: !— Conn Reg No.: . J-Ec ail Exp Date: ‘,/ %70, y - Tukwila Business License No.: INV H:1Applications\Forms-Applications On Line120I2 Applications\Fetmit Application Revised - 2-7-12.docx Revised: February 2012 bh ARCHITECT OF RECORD Company Name: i -F( Ii 2``I Engineer Name: M /, g'> 20, Company Name: City: 3Q tit -d.1 State: t..44 Zip:9' J 112 - Phone: 423- - 'Zc, I--67 t 7") Fax: Architect Name: Address: State: L Zip:'1 City: State: Zip: Phone: Fax: Ep..11l: ENGINEER OF RECORD Company Name: i -F( Ii 2``I Engineer Name: M /, g'> 20, Address: 16 901 v"=' /iv -c S E City: 3Q tit -d.1 State: t..44 Zip:9' J 112 - Phone: 423- - 'Zc, I--67 t 7") Fax: Email: (- t,zr-7 Q n/ . C.o LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: (A/t- co pt_SC. /Art (i___ co Address: 42 O Noe._ City: 1(4 j State: L Zip:'1 C? Page 1 of 4 BUILDING PERMIT INFORMATIO >!+ 06-431-3670 Valuation of Project (contractor's bid price): $ ( 3 IL Describe the scope of work (please provide detailed information): �4 l ,D41-e,rev- F6 v LkL, . C 5,1J _s' foc J f•Ircc -ex ►Sh-s Existing Building Valuation: $ P1 '4'l k.. c 3�` cog V -a, fiat A L -C -rt (amu Will there be new rack storage? 0 ....Yes Ey1)..No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Will there be a change in use? 0 Yes Compact: Handicap: No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 Sprinklers Automatic Fire Alarm 0 None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes 0 No If `yes', attach list of materials and storage locations on a separate 8-1/2"x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:1ApplicationsWonns-Applications On Line \2012 Applications\Pennit Application Revised - 2-7-12.docx Revised: February 2012 bh Page 2 of 4 :�c Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC I Floor L? COO ¢4a v - �kd imA. 2"d Floor b Mw� / 3`l Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Will there be a change in use? 0 Yes Compact: Handicap: No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 Sprinklers Automatic Fire Alarm 0 None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes 0 No If `yes', attach list of materials and storage locations on a separate 8-1/2"x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:1ApplicationsWonns-Applications On Line \2012 Applications\Pennit Application Revised - 2-7-12.docx Revised: February 2012 bh Page 2 of 4 :�c PUBLIC WORKS PERMIT INFO„ CATION — 206-433-0179 Ar/P, 4771A Scope of Work (please provide detailed information): 3 Aft-tv SPa Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ .. Tukwila ❑ ...Water District #125 0 .. Water Availability Provided Sewer District ❑ .. Tukwila ❑ .. Sewer Use Certificate ❑... Highline ❑ ...Valley View 0...Renton ❑ ...Sewer Availability Provided 0... Renton 0... Seattle Septic System: ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ❑ .. Civil Plans (Maximum Paper Size — 22" x 34") ❑ .. Technical Information Report (Storm Drainage) 0... Geotechnical Report 0 .. Traffic Impact Analysis ❑ .. Bond 0... Insurance 0... Easement(s) 0...Maintenance Agreement(s) El.. Hold Harmless — (SAO) ❑ .. Hold Harmless — (ROW) Proposed Activities (mark boxes that apply): ❑ .. Right-of-way Use - Nonprofit for less than 72 hours ❑ .. Right-of-way Use - No Disturbance El.. Construction/Excavation/Fill - Right-of-way ❑ Non Right-of-way 0 ❑ .. Total Cut ❑ .. Total Fill cubic yards cubic yards ❑ .. Sanitary Side Sewer ❑ .. Cap or Remove Utilities El.. Frontage Improvements ❑ .. Traffic Control ❑ .. Backflow Prevention - Fire Protection Irrigation Domestic Water 0...Right-of-way Use - Profit for less than 72 hours 0...Right-of-way Use — Potential Disturbance 0... Work in Flood Zone 0... Storm Drainage 0... Abandon Septic Tank ❑...Curb Cut 0...Pavement Cut ❑...Looped Fire Line 0...Grease Interceptor ❑... Channelization 0...Trench Excavation 0... Utility Undergrounding ❑ .. Permanent Water Meter Size (1) " WO # (2) " WO # (3) " WO # ❑ .. Temporary Water Meter Size (1) " WO # (2) " WO # (3) " WO # El.. Water Only Meter Size WO # ❑ .. Deduct Water Meter Size " ❑ .. Sewer Main Extension Public 0 Private 0 ❑ .. Water Main Extension Public 0 Private ❑ FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ .. Water ❑ .. Sewer ❑ .. Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:Wpplications\Fonns-Applications On Line\2012 Applications\Pennit Application Revised - 2-7-12.docx Revised: February 2012 bh Page 3 of 4 PERMIT APPLICATION NOTES — '`I! Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDIN Signature:Date: Zf/21/70/j3' Print Name: Day Telephone: IOC' Es^ 42 3 Mailing Address: 400 �Z fivt_ 5L1 H:Wpplications\Forn s -Applications On Line\2012 Applications\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh k 1.4-1/1"-- 9 ill (o City State Zip Page 4 of 4 • Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK 100.o0 D18-0047 Address: 4601 S 134TH Pl Apn: 2613200043 100.00 FIRE ALARM 01/11/2019 ANEV $100.00 FIRE ALARM 01/11/2019 ANEV TOTAL FEES PAID BY RECEIPT: R16461 R000.342.400.02.00 0.00 $100.00 $100.00 Date Paid: Monday, January 14, 2019 Paid By: zane figgerer Pay Method: CREDIT CARD 06794G Printed: Friday, January 18, 2019 3:29 PM 1 of 1 RWSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK 1 ACCOUNT I QUANTITY PAID $565.34 D18-0047 Address: 4601 S134TH PL Apn: 2613200043 $565.34 Credit Card Fee $16.47 Credit Card Fee R000.369.908.00.00 0.00 $16.47 DEVELOPMENT $532.73 PERMIT FEE R000.322.100.00.00 0.00 $322.87 PLAN CHECK FEE R000.345.830.00.00 0.00 $209.86 TECHNOLOGY FEE $16.14 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R14571 R000.322.900.04.00 0.00 $16.14 $565.34 Date Paid: Thursday, May 24, 2018 Paid By: ZANE FITTERER Pay Method: CREDIT CARD 09936G Printed: Thursday, May 24, 2018 11:53 AM 1 of 1 SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT PermitTRAK QUANTITY PAID $620.96 D18-0047 Address: 4601 S 134TH PL Apn: 2613200043 $620.96 Credit Card Fee $18.09 Credit Card Fee R000.369.908.00.00 0.00 $18.09 DEVELOPMENT $585.27 PERMIT FEE R000.322.100.00.00 0.00 $351.98 PLAN CHECK FEE R000.345.830.00.00 0.00 $228.79 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $17.60 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R13851 R000.322.900.04.00 0.00 $17.60 $620.96 Date Paid: Wednesday, February 21, 2018 Paid By: ZANE FITTERER Pay Method: CREDIT CARD 03348G Printed: Wednesday, February 21, 2018 4:11 PM 1 of 1 SYSTEMS INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 NO. will Project: T�v Type of Inspection: shz 1N44.- Address: z/w/ ,6 ,l3 -1r" PL - Date Called: Special Instructions: Date Wanted: a. Requester: Phone No: VApproved per applicable codes. Corrections required prior to approval. OMMENTS: Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Catl to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit .Dlg-Qoy7 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect: t-r_N�e4iJ(45) . Type of Insp Myon: Lr47l�CDTtn Address:Date ik2oj S. /3,111- ft, Calle Special Instructions: A,/ � kv. /� Pr)C7VPhone ie)I°rrViVOC Date Wan/fed:: h jQ/ �`!�-L AGO a.m. p.m. Requester: 20 6 - Co (ail - lit 2V r1 Approved per applicable codes. Corrections required prior to approval. COMME nspector: DatejG 1/r 2 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO.. CITY OF TUKWILA BUILDING DIVISION D8 -0o17 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: Bvev r., Type of I spect%on: --7-� ! �[ L�G�� e� l t ►?Q � O-Le(�-741 Address: KO/ S. /3/ ff ► 1—, e . - • • : V S!A Flow MA25 I, X•au Special Instructions: Yyr.% Inc` rtpA$C Date Wanted: /1— 5'20l'g a.m. p.m. sir erwn1ni ( O Requester: ei Ct.$4; eue \/M•y Phone No: pproved per applicable codes. LJ Corrections required prior to approval. COMMENTS: v SLAL/fiw- ..r4usui..esrivw N/A -- e y�lA-LL- , uc.GTto..t REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. F74,--1 INSPECTION RECORD Retain a copy with permit1 g-01 17 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: ' ` , ?i -etnnan 4 A CAddress: Type of Inspection: frAM 1 N• G 001 s /31/74 PL Date Called: Special Instructions: A5vVrANs;n I 3�� B -S 8 , Date Date Wanted: a.m. p.m. Req esIr:zoe Z44.0f._ Phone No: 206 -W09-/Z37 669 Approved per applicable codes. Corrections required prior to approval. COMMENTS: frpefro a InspectorTS jos/ C i Date:/ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION DISI -00q7 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: T e of Inspection: t, Address: / 3q 1 Date Called: Special Ins -Fictions: Date Wanted: a.m. �'-2)0 — 20te p.m. Requester: Phone No: (IKApproved per applicable codes. COMMENTS: Corrections required prior to approval. <clw�` t' yea c I i vu (j\'&'F-L r ArPk- Rzior Inspector: Date: /' ...20-ze/' REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit :ig-cvy7 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 P oject: re> ,� e�-� �. Type of Inspection: n 4 � ' A dress: l ca S. 13 Date Called: 0 R £ (" Special Instructions: kiA-LL kok14'; Date Wanted: / ,_ C� _ s., a_m. (Q ` Li ma Requester: L Phone No: (cam e ‘49,..z/z. 0 Approved per applicable codes. COMMENTS: sk i-1'aol tna Corrections required prior to approval. InspectogL�y'%%% Date:62 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 DIV —OcArir Project: &RO MN ii -,Q .//v Type of Inspection: �1x� 7 -NG-- Address: 960 / •z5"., i29770/3".., Date Called: Special Instructions: TW77 Date Wanted: 6��8 Ca� p.m. Requester: Phone No: EApproved per applicable codes. D Corrections required prior to approval. COMMENTS: 4,6 Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Mark Heinzig, PE, MBA AE Design, Engineering, E-business Consulting SHEET NO 626 13th Ave. E, Suite K Seattle, WA 98102 Ph/Fax (206) 323-5901 hcmark@qw CALCULATED BY Creative Designs, Practical Solutions ntutIVED CHECKED BY CITY OF TUKWILA JOB 1.70A-voival 1�L LL r • SCALE FEB 21 2018 PERMIT CENTER I o 4115F 1-2 VIEWED FO CODE COMPLIA t APPROVED MAY 21 2018 2r 1 ?Wei4 of Tukwila rpm DIVISION 1 oL2 �ZcSU 1 2,110 c ).y. (u3 2 2 pF (64) U`s 2x )Z p) v`5 (i-2 '7F z 12 Dpoi e_ -1341/4:I OD 1, )e10 ,r 8.1 j)4)1Wv,A1254Afr=av21'1 )3; 12.5trz-- 3)2541 /V Th12.11_,#eD 50A/ ev,11 ) j°)16441/ )l or- ).5"-v([5041i,),got iV-vg Wo r: S PROJECT* • Addf6on CLIENT," ,,yf`�•;{"JOBNO od Add Based on NDS 2015,":tf FFC•4354 & PFC 5803 INPUT DATA% DESIGN JOIST SPAN,, DEAD LOAD* LIVE LOAD / $'NQW LL JOIST SPACIITO • \ S DURATION FACtigR Co �� _ Tab. 2.3.2) REPETITIVE FACT` .Cr NDS 4.3.9. For DSA, 1.0) DEFLECTION LIMIT OF L� w 4 u = L /x360 DEFLECTION t/MIPOPttONM 1 tM LOAD � .oy3u) L / 480 Ay- DEFLECTION.,E.), 1.I�AE.TOTAt"1139*''." '4(00.14 = L /.24O self Wt) ANALYSIS JOIST PROPERTIES & ALLOWABLE MOMENT & SHEAR 2x No. 2. Douglas Flr-Larch ( ASO Supplements, Tab. 5.4a Deep (in) Wt (bs/ft) M (ft -lbs) (CF Included) V (bs) El x 10° (inZ-Ibs) 4 1.00 344 630 9 6 2.00 738 990 33 8 2.00 1183 1310 76 10 3.00 1767 1670 158 12 4.00 2375 2030 285 2x Structural. Douglas Rr-Larch (ASD Supplements, Tab. 5.4a Deep (M) Wt (Ibs/ft) M (ft-Ibs) (CF Inducted) V (bs) El x 106 (int -lbs) 4 1.00 574 630 10 6 2.00 1225 990 40 8 2.00 1975 1310 91 10 3.00 2942 1670 188 12 4.00 3958 2030 338 TJIIL65 ( from Trusjoist # 062, page 5 Deep (in) Wt (lbs/ft) M (ft-Ibs) V (lbs) El x 10° (in2-lbs) 11 7/8 3.30 6750 1925 450 14 3.60 8030 2125 666 16 3.90 9210 2330 913 18 4.20 10380 2535 1205 20 4.40 11540 2740 1545 22 4.70 12690 2935 1934 24 5.00 13830 3060 2374 26 5.30 14960 2900 2868 28 5.50 16085 2900 3417 30 5.80 17205 2900 4025 TJUL90 ( from Trusioist # 062, page 5 Deep (in) Wt (Ibs/ft) M (ft-Ibs) V (lbs) El x 10° (int-Ibs) 11 7/8 4.20 9605 1925 621 14 4.50 11430 2125 913 16 4.70 13115 2330 1246 18 5.00 14785 2535 1635 20 5.30 16435 2740 2085 22 5.60 18075 2935 2597 24 5.80 19700 3060 3172 28 6.10 21315 2900 3814 28 6.40 22915 2900 4525 30 6.60 24510 2900 5306 TJIIH90 ( from Trusioist # 062, page 5 Deep (in) Wt (bs/ft) M (ft-bs) V (Ibs) El x 106 (int -lbs) 11 7/8 4 16 18 20" 22 24 26 28 30 4.60 ee , 4.90 .... 520 5.40 5.70 ' 6.00 6.30 6.50 6.80 7.10 10960 1 1�,�^'' 1701tl'25' ; 18945 20855 22755 24645 26520 28380 1925 21251,1. 27404 2935 3060 2900 2900 2900 687 101504 4 1389 1827 2331 '• 66 2904 Fir 3549 4266 5059 5930 AVAILABLE MINIMUM Douglas PAGE DESIGN BY Mfg; REVIEW BY MPH (N) Maya Jst L =13,11': Caw 1: 12"oc AVAILABLE MINIMUM TJI SIZES 11 7/8" TJIIL65 11 718" TJUL90 AVAILABLE MINIMUM SSI SIZES 11 7/8" SSI 32MX 11 7/8" SSI 42MX ( L / 360 , 0.4 in ) (L/480 , 0.3 in) (L/240,0.7in) 2x No. 1. Douglas Fir -Lerch from xis Deep (in) Wt (bs/ft) M (ft -lbs) (Cr ) V (Ibs) El x 10° (in' -lbs) 4 1.00 383 630 9 6 2.00 819 990 35 8 2.00 1314 1305 81 10 3.00 1961 1665 168 12 4.00 2637 2025 303 2 x 10 Structural 11 7/8" TJI/H90 11 7/8" SSI 43L Where: 1. ASD Supplements, Tab. 5.4a is from American Wood Council, 2015. 2. Assume that the joist top is fully lateral supported by diaphragm. (CL = 1.0) 3. WoodBeam.xls is at www.engineering-intemational.com SSI 32MX ( from ICC PFC-5803. page 5 & 6 Deep (in) Wt (lbs/ft) M (ft-Ibs) V (bs) El x 106 (int-Ibs) C x 106 (in2-lbs) 117/8 3.10 5391 2115 460 9.39 14 3.30 6570 2330 667 10.99 16 3.60 7684 2530 900 12.50 18 3.90 8800 2735 1170 14.02 20 4.10 9918 2935 1478 15.55 22 4.40 11038 3135 1824 17.08 24 4.70 12159 3335 2211 18.62 26 5.00 13279 3540 2638 20.15 28 5.20 14401 3740 3106 21.68 30 5.50 15524 3940 3616 23.21 SSI 42MX ( from ICC PFC-5803, page 5 & 6 Deep (In) Wt (bs/ft) M (ft-bs) V (Ibs) El x106 (inZ-Ibs) C x 106 (int -lbs) 117/8 3.80 7592 2060 637 9.54 14 4.10 9274 2350 924 11.15 16 4.30 10863 2620 1246 12.68 18 4.60 12456 2895 1617 14.22 20 4.90 14051 3165 2040 15.77 22 5.10 15649 3440 2514 17.32 24 5.40 17248 3710 3042 18.87 26 5.70 18849 3985 3622 20.42 28 6.00 20450 4255 4257 21.97 30 6.20 22052 _ 4530 4948 23.53 SSI 4311 from ICC PFC-5803, page 5 & 6 Deep (in) Wt (Ibsat) M (ft-bs) V (Ibs) El x 10° (inZ-Ibs) C x 106 (inZ-Ibs) 11 7/8 4.60 9789 2080 707 6.81 14 4.90 12081 2260 1031 7.91 16 5.20 14251 2425 1394 8.97 18 5.40 16269 2590 1944 10.05 20 5.70 18419 2755 2454 11.13 22 5.90 20573 2920 3026 12.21 24 6.20 22730 3090 3661 13.30 26 6.40 24889 3255 4358 14.39 28 6.70 27050 3420 5119 15.47 30 7.00 29212 3585 5944 16.56 DESIGN EQUATIONS we M -V - wL 5wL4 (coned) °t. 0C, 2C DCr ADFL 384EI 22.5wL' 2.26wL' ( from Trusjoist # 1062, page 21) Ann +a X 1 OS Ass - 5wL• we ( from ICC PFC-5803, page 2) C + 384E1 CHECK JOIST CAPACITIES & DEFLECTIONS at No. 2, Douglas FIr-arch ac No. 1, Douglas FIr Larch Deep (in) M (ft -lbs) V (Ibs) ALL ALT AD.L CHECK Deep (in) M (ft-Ibs) V (Ills) ALL ALT ADA. CHECK (in) (in) (in) (in) (in) (in) 4 2498 769 8.93 5.60 9.71 N.G. 4 2498 769 8.93 5.60 9.71 N.G. 6 2517 774 2.43 1.56 2.67 N.G. 6 2517 774 2.30 1.47 2.52 N.G. 8 2517 774 1.06 0.68 1.16 N.G. 8 2517 774 0.99 0.63 1.09 N.G. 10 2535 780 0.51 0.33 0.56 N.G. 10 2535 780 0.48 0.31 0.53 N.G. 12 2553 786 0.28 0.19 0.31 N.G. 12 _ 2553 786 0.27 0.18 0.29 o.k. ar Structural, Douglas FIr-Larch Deep (in) M (ft-Ibs) V (Ibs) ALL ALT AD.L CHECK (in) (in) (in) 4 2498 769 8.03 5.04 8.74 N.G. 6 2517 774 2.01 1.28 2.20 N.G. 8 2517 774 0.88 0.56 0.97 N.G. 10 2535 780 0.43 0.28 0.47 o.k. 12 256.1 786 0.24 0.16 0.26 o.k. TJUL86 8SI 32MX Deep (in) M (ft-Ibs) V (Ibs) ALL ALT AD.L CHECK Deep (in) M (ft -lbs) V (Ibs) Au. ALT AD.L CHECK (in) (in) (in) (in) (in) (in) 1178 2541 782 0p00p00p00p0o0p0p000 A A O I f T 8 O D t O N 01 7-s28g8888g 0000000000 00°0000000 p p p ANN O I r O p D 8 W V o.k. 1178 2537 781 00p 0 0p 0p 0 0o 0o 0 0 0 0 O' W AAN W V tp O+AO 0 0 0 0 0 0 0 0 0 0 s.88888s84 0.22 Y JL JL At At . Ai ]L At ]tl 0 0 0 0 0 0 0 0 6 14 2546 783 o.k. 14 2541 782 0.16 16 2552 785 o.k. 16 2546 783 0.12 18 2557 787 o.k. 18 2552 785 0.10 20 2561 788 o.k. 20 2555 786 0.08 22 2566 790 o.k. 22 2561 788 0.07 24 2572 791 o.k. 24 2566 790 0.06 26 2577 793 o.k. 28 2572 791 0.05 28 2581 794 o.k 28 2575 792 0.04 30 _ 2586 796 o.k. 30 2581 794 0.04 TJ1/L80 SSI 4211X Deep (in) M (ft-Ibs) V (Ibs) ALL ALT AD.L CHECK Deep (in) M (ft-Ibs) V (Ibs) ALL ALT AD.& CHECK (in) (in) (in) (in) (in) (in) 1178 2557 787 oV88880888 0 0 0 0 0 0 0 0 0 0 0000000000 0000000000 88888x8 J2 JL 0 JL 0 0 o 0 o ci 0 0 0 0 0 0 1178 2550 785 0 0 0 0 0 0 0 0 0 0 88E888V8;0) 0.10 oDp o0p 09p00p0p0pp009 0J2 Y it JZ .YJ2 .1L YiC U U O G G 6 O U 0 6 • 14 2563 788 14 2555 786 0.07 16 2566 790 16 2559 787 0.06 18 2572 791 18 2564 789 0.05 20 2577 793 20 2570 791 0.04 22 2583 795 22 2574 792 0.03 24 2586 796 24 2579 794 0.03 26 2592 798 26 2585 795 0.02 28 2597 799 28 2590 797 0.02 30 2601 800 30 2594 798 0.02 TJIIH90 SSI 43L Deep (in) M (ft-Ibs) V (Ibs) ALL ALT Ap.L CHECK Deep (in) M (ft-Ibs) V (Ibs) ALL ALT 40.4_ CHECK (in) (in) (in) (in) (in) (in) 1178 2564 789 88888888 0 0 0 0 0 0 0 0 0 0 0 000008888 0000000000 0.18 F 57," 0 0 0 0 0 0 0 0 0 '�' x F�� 1178 2564 789 88888888 6666666666 0.10 :7 :2a888888 0 0 0 0 0 0 0 0 0 0 o.k. 14 2570 791 0.13 14 2570 791 0.07 o.k. 16 2575 792 0.10 16 2575 792 0.06 o.k. 18 2579 794 0.08 18 2579 794 0.05 o.k. 20 2585 795 0.07 20 2585 795 0.04 o.k. 22 2590 797 0.06 22 2588 796 0.03 o.k. 24 2596 799 0.05 24 2594 798 0.03 o.k. 26 2599 800 0.04 26 2597 799 0.02 o.k. 28 2605 801 0.04 28 2603 801 0.02 o.k. 30 2610 803 0.03 30 2608 803 0.02 o.k. Mutt Heimg, PE PROJECT : .ORfoa ai a lsvi ledolg ���Mc. CLIENT: ,Brennan'H Ph42i?1I W7 JOB NO.. , PAGE: DESIGN BY : :11 REVIEW BY : +'M Wood Joist Design Based on NDS 2015, ICC PFC-4354 & PFC-5803 (N) Mea Jst L 11.75': Case 2:1roc INPUT DATA & DESIGN SUMMARY JOIST SPAN DEAD LOAD DL = LIVE LOAD / SNOW LL = JOIST SPACING S = DURATION FACTOR Cp=t- REPETITIVE FACTO! DEFLECTION LIMIT OF DEFLECTION LIMIT OF DEFLECTION LIMIT OF ft psf, (w/o self Wt) psf in o.c. (NDS Tab. 2.3.2) Cr=:' 1.15(NDS LIVE LOAD LONG-TERM LOAD d TOTAL LOAD 4.3.9. For DSA, 1.0) du_= L/1360 1.5(L.o.33a) = L / 480 1 {' d (a+u-) = L / 240 ANALYSIS JOIST PROPERTIES & ALLOWABLE MOMENT & SHEAR 2x No. 2. Douglas Fir -Larch ( ASD Supplements. Tab. 5.48 Deep (in) Wt (Its/ft) M (ft -lbs) (CF included) V (Ibs) El x 108 (int-Ibs) 4 1.00 344 630 9 6 2.00 738 990 33 8 2.00 1183 1310 78 10 3.00 1767 1670 158 12 4.00 2375 2030 285 2x Structural, Douglas Fir -arch (ASD Supplements, Tab. 5.4a Deep (in) Wt (lbs/ft) M (ft4bs) (CF klduded) V (lbs) El x 108 (inZ-Ibs) 4 1.00 574 630 10 6 2.00 1225 990 40 8 2.00 1975 1310 91 10 3.00 2942 1670 188 12 4.00 3958 2030 338 TJIIL66 ( from Tnisioist # 062, page 5 Deep (in) Wt (Ibs/ft) M (ft4bs) V (Ibs) El x 108 (inZ-Ibs) 1178 3.30 6750 1925 450 14 3.60 8030 2125 666 16 3.90 9210 2330 913 18 4.20 10380 2535 1205 20 4.40 11540 2740 1545 22 4.70 12690 2935 1934 24 5.00 13830 3060 2374 26 5.30 14960 2900 2868 28 5.50 16085 2900 3417 30 5.80 17205 2900 4025 TJIIL90 ( from Tnisioist # 062, page 5 Deep (in) Wt (Ibs/ft) M (ft -lbs) V (Ibs) El x 108 (int-Ibs) 1178 4.20 9605 1925 621 14 4.50 11430 2125 913 18 4.70 13115 2330 1246 18 5.00 14785 2535 1635 20 5.30 18435 2740 2085 22 5.60 18075 2935 2597 24 5.80 19700 3060 3172 26 6.10 21315 2900 3814 28 6.40 22915 2900 4525 30 6.60 24510 2900 5306 TJIIH90 ( from Trusioist # 062, page 5 Deep (in) Wt (lbs/ft) M (ft-Ibs) V (Ibs) EI x 108 (in'-Ibs) 11 78 4.60 10960 1925 687 14 4.90 13090 2125 1015 18 5.20 15065 2330 1389 18 5.40 17010 2535 1827 20 5.70 18945 2740 2331 22 6.00 20855 2935 2904 24 6.30 22755 3060 3549 26 6.50 24645 2900 4266 28 6.80 26520 2900 5059 30 7.10 28380 2900 5930 AVAILABLE INIMUM Douglas Fir -Larch SIZES 2x12 No. 2x12No.1 AVAILABL INIMUM TJI SIZES 11 7/8" TJIIL65 11 7/8" TJI!L90 AVAILABLE MINIMUM SSI SIZES 11 7/8" SSI 32MX 11 7/8" SSI 42MX (L/360, 0.4in) (L/480,0.3in) ( L/240 , 0.6 in) 2x No. 1, Douglas Flr-Larch from WoodBeam.xls Deep (in) Wt (lbs/ft) M (ft -lbs) (Cr included) V (Ibs) El x 108 (In2-lbs) 4 1.00 383 630 9 6 2.00 819 990 35 8 2.00 1314 1305 81 10 3.00 1961 1665 168 12 4.00 2637 2025 303 2 x 10 Structural 11 7/8" TJI/H90 11 7/8" SSI 43L Where: 1. ASD Supplements, Tab. 5.4a is from American Wood Council, 2015. 2. Assume that the joist top is fully lateral supported by diaphragm. (CL = 1.0) 3. WoodBeam.xls is at www.engineering-intemational.com 88132MX ( from ICC PFC-5803 , page 5 & 6 Deep (in) Wt (Ibs/ft) M (ft-Ibs) V (lbs) EI x 108 (int-Ibs) C x 108 (inZ-Ibs) 1178 3.10 5391 2115 460 9.39 14 3.30 6570 2330 667 10.99 16 3.60 7684 2530 900 12.50 18 3.90 8800 2735 1170 14.02 20 4.10 9918 2935 1478 15.55 22 4.40 11038 3135 1824 17.08 24 4.70 12159 3335 2211 18.62 26 5.00 13279 3540 2838 20.15 28 5.20 14401 3740 3106 21.68 30 5.50 15524 3940 3616 23.21 SSI 42MX ( from ICC PFC-5803 . page 5 & 6 Deep (in) Wt (lbs/ft) M (ft-Ibs) V (Ibs) EI x 108 (inZ-lbs) C x 108 (in'-Ibs) 11 78 3.80 7592 2060 637 9.54 14 4.10 9274 2350 924 11.15 16 4.30 10863 2620 1248 12.68 18 4.60 12456 2895 1617 14.22 20 4.90 14051 3165 2040 15.77 22 5.10 15649 3440 2514 17.32 24 5.40 17248 3710 3042 18.87 26 5.70 18849 3985 3622 20.42 28 6.00 20450 4255 4257 21.97 30 6.20 22062 4530 4948 23.53 SSI 43L ( from ICC PFC-5803 . page 5 & 6 Deep (in) Wt (Ibs/ft) M (ft4bs) V (Ibs) El x 10' (inZ-Ibs) C x 108 (inZ-Ibs) 11 7/8 4.60 9789 2080 707 6.81 14 4.90 12081 2280 1031 7.91 16 5.20 14251 2425 1394 8.97 18 5.40 16269 2590 1944 10.05 20 5.70 18419 2755 2454 11.13 22 5.90 20573 2920 3028 12.21 24 6.20 22730 3090 3661 13.30 28 6.40 24889 3255 4358 14.39 28 6.70 27050 3420 5119 15.47 30 7.00 29212 3585 5944 16.56 DESIGN EQUATIONS WLzwL M = 5wL4 (confd) 8C DC, Y _ 2C0C, ADFL - 384E1 22.5wL4 2.26wL2 ( from Trusjoist # 1062, page 21) Arn El + d x 10° Ass, - L' L2 ( from ICC PFC-5803, page 2) 84E1 +"CC 38 CHECK JOIST CAPACITIES & DEFLECTIONS 2x No. 2, Douglas Fir -Larch 2x No. 1, Douglas FIr-Larch Deep (in) M (ft-Ibs) V (Ibs) ALL ALT Ac,.{, CHECK Deep (in) M (ft -lbs) V (Ibs) ALL ALT A0.L CHECK (in) (in) (in) (in) (in) (in) 4 2041 695 5.96 3.73 6.48 N.G. 4 2041 695 5.96 3.73 6.48 N.G. 6 2056 700 1.62 1.04 1.78 N.G. 6 2058 700 1.53 0.98 1.68 N.G. 8 2056 700 0.71 0.45 0.77 N.G. 8 2056 700 0.68 0.42 0.73 N.G. 10 2071 705 0.34 0.22 0.37 N.G. 10 2071 705 0.32 0.21 0.35 N.G. 12 2086 710 0.19 0.12 0.21 o.k. 12 2086 710 0.18 0.12 0.20 o.k. 2x Structural, Douglas Fir -arch Deep (in) M (ft -lbs) V (Ibs) ALL ALT Ap.L CHECK (in) (in) (in) 4 2041 695 5.36 3.36 5.83 N.G. 6 2056 700 1.34 0.86 1.47 N.G. 8 2056 700 0.59 0.38 0.65 N.G. 10 2071 705 0.29 0.19 0.31 o.k. 12 2086 710 0.16 0.11 0.18 o.k. TJUL66 58I32MX Deep (in) M (ft -lbs) V (Ibs) ALL ALT Arm. CHECK Deep (in) M (ft-Ibs) V (Ibs) ALL ALT Ap.L CHECK (in) (in) (in) (in) (in) (in) 117/8 2075 707 P95,25,902021 9p 0p 0p 0p 0p 0 2p 0 O'I 888588:8;8II 0.10 0.17 o.k 117/8 2072 706 0.14 8883888888 0.15 0 0 0 0 0 0 0 0 0 0 icxxxxFx�C is is 14 2080 708 0.07 0.12 o.k 14 2075 707 0.10 0.11 16 2084 710 0.05 0.09 o.k. 18 2080 708 0.08 0.08 18 2089 711 0.04 0.07 o.k 18 2084 710 0.06 0.07 20 2092 712 0.04 0.06 o.k. 20 2087 711 0.05 0.06 22 2096 714 0.03 0.05 o.k. 22 2092 712 0.04 0.05 24 2101 715 0.03 0.04 0.1c 24 2096 714 0.04 0.04 26 2105 717 0.02 0.04 o.k. 26 2101 715 0.03 0.03 28 2108 718 0.02 0.03 o.k. 28 2104 716 0.03 0.03 30 2113 719 0.02 0.03 o.k. 30 2108 718 0.02 0.03 TJUL90 86142MX Deep (in) M (ft-Ibs) V (Ibs) ALL ALT AD.L CHECK Deep (in) M (ft -lbs) V (Ibs) ALL ALT AO,L CHECK (in) (in) (in) (in) (in) (in) 117/8 2089 711 9999292029 888R8ER1ERN 8008808888 6666666666. 0000000000 0 0 0 0 0 0 0 0 0 0 �C JC 'rC JC x � F x 1178 2083 709 0000000000 882882888, 0.07 0.12 o.k. 14 2093 713 14 2087 711 0.05 0.09 o.k. 16 2096 714 16 2090 712 0.04 0.07 o.k. 18 2101 715 18 2095 - 713 0.03 0.05 o.k. 20 2105 717 20 2099 715 0.03 0.04 o.k. 22 2110 718 22 2102 716 0.02 0.04 o.k. 24 2113 719 24 2107 717 0.02 0.03 o.k. 26 2117 721 26 2111 719 0.02 0.03 o.k. 28 2122 722 28 2116 720 0.02 0.02 o.k. 30 2125 723 30 2119 721 0.01 0.02 o.k. TJUH90 SS! 43L Deep (in) M (ft -lbs) V (Ibs) ALL ALT Ao.L CHECK Deep (in) M (ft-Ibs) V (Ibs) ALL ALT A04.1 CHECK (in) (in) (in) (in) (in) (in) 117/8 2095 713 7:8800ds8 0000000000 880088888 0000000000 00000a0000 f?),. 0 0 0 0 0 0 0 0 0 JC r x F F F F x x 117/8 2095 713 7:888388888 6,666666066 9900099999 YYY J2 JL JL Y.Y Y ]L O O G G C O O O O C 880032,800 000cc00000 14 2099 715 14 2099 715 18 2104 716 16 2104 716 18 2107 717 18 2107 717 20 2111 719 20 2111 719 22 2116 720 22 2114 720 24 2120 722 24 2119 721 26 2123 723 26 2122 722 28 2128 724 28 2126 724 30 2132 726 30 2131 725 k ifektzigs PE PROJECT : btlfce and Meaaa_ re' Hdalyedirgil1esjiscCLIENT: 8ienriantt1/At; 14147571114Mil JOB NO. : Wood Joist Design Based on NDS 2015, ICC PFC-4354 & PFC-5803 PAGE : k= DESIGN BY : AAPI REVIEW BY : MPH (N) Wu Jst 1..11.7e: Cos 1:16"oc INPUT DATA & DESIGN SUMMARY JOIST SPAN L = i175' ft AVAILABLE MINIMUM Douglas Fir -Larch SIZES DEAD LOAD DL =¢ 10 'r psf, (w/o self Wt) AVAILABLE MINIMUM TJI SIZES y oi.✓ f LIVE LOAD / SNOW LL 125 psf 117/8" TJUL65 11 7/8" TJUL90 11 7/8" TJUH90 JOIST SPACING S = 1gw '' in o.c. AVAILABLE MINIMUM SSI SIZES DURATION FACTOR Co = "1 / (NDS Tab. 2.3.2) 11 7/8" SSI 32MX 11 7/8" SSI 42MX 11 7/8" SSI 43L REPETITIVE FACTOI Cr = 1.15 (NDS 4.3.9. For DSA, 1.0) DEFLECTION LIMIT OF LIVE LOAD ALL = L / (360 (L/360,0.4 in) DEFLECTION LIMIT OF LONG-TERM LOAD 1 t (ot,0.33w = L / s (L / 480 , 0.3 in ) DEFLECTION LIMIT OF TOTAL LOAD A ox,w = L / 240,, ; (L/240, 0.6 in ) ANALYSIS JOIST PROPERTIES & ALLOWABLE MOMENT & SHEAR 2x No. 2. Douglas Flr-Larch ( ASD Supplements. Tab. 5.4a Deep (in) Wt (Ibs/ft) M (ft-bs) (Cr Included) V (Ibs) El x 106 (inZ-lbs) 4 A oW 8 N N 8 8 8 8 344 630 9 6 738 990 33 8 1183 1310 76 10 1767 1670 158 12 2375 2030 285 2x Structure l. Douglas Flr-Larch (ASD Supplements. Tab. 5.4a Deep (in) Wt Obs/ft) M (ft-Ibs) (Cf included) V Obs) El x 106 (inZ-lbs) 4 1.00 574 630 10 6 2.00 1225 990 40 8 2.00 1975 1310 91 10 3.00 2942 1670 188 12 4.00 3958 2030 338 TJI/L66 ( from T # 1062, page 5 Deep (In) Wt (tbslft) M (ft -lbs) V Obs) EI x 106 (In2-lbs) 11 7/8 3.30 6750 1925 450 14 3.60 8030 2125 666 16 3.90 9210 2330 913 18 4.20 10380 2535 1205 20 4.40 11540 2740 1545 22 4.70 12690 2935 1934 24 5.00 13830 3060 2374 26 5.30 14980 2900 2868 28 5.50 16085 2900 3417 30 5.80 17205 2900 4025 TJIIL90 ( from T # 062, pane 5 Deep (in) Wt Obs/ft) M (ft -lbs) V (Ibs) El x 106 (in24bs) 117/8 4.20 9605 1925 621 14 4.50 11430 2125 913 18 4.70 13115 2330 1246 18 5.00 14785 2535 1635 20 5.30 16435 2740 2085 22 5.80 18075 2935 2597 24 5.80 19700 3060 3172 28 6.10 21315 2900 3814 28 6.40 22915 2900 4525 30 8.60 24510 2900 5306 TJIM90 ( from T # 062. pane 5 Deep (in) Wt Obs/t) M (ft -lbs) V (Ibs) El x 106 (int-Ibs) 11 7/8 4.60 10960 1925 687 14 4.90 13090 2125 1015 16 5.20 15065 2330 1389 18 5.40 17010 2535 1827 20 5.70 18945 2740 2331 22 6.00 20855 2935 2904 24 6.30 22755 3060 3549 26 6.50 24645 2900 4266 28 6.80 26520 2900 5059 30 7.10 28380 2900 5930 2x No. 1. Douglas Flr-Larch (from WoodBeam.xle Deep (in) Wt (Ibs/ft) M (ft -lbs) (Cr included) V Obs) El x 106 (In2-lbs) 4 1.00 383 630 9 6 2.00 819 990 35 8 2.00 1314 1305 81 10 3.00 1961 1665 168 12 4.00 2637 2025 303 Where: 1. ASD Supplements, Tab. 5.4a is from American Wood Council, 2015. 2. Assume that the joist top is fully lateral supported by diaphragm. (C1 = 1.0) 3. WoodBeam.xls is at www.engineering-intemational.com 88132MX 1 from ICC PFC-5803. pane 5 & 6 Deep (in) Wt (Ibs/ft) M (ft -lbs) V (lbs) El x 106 (inZ-Ibs) C x 106 (inZ-lbs) 11 7/8 3.10 5391 2115 460 9.39 14 3.30 6570 2330 667 10.99 16 3.60 7684 2530 900 12.50 18 3.90 8800 2735 1170 14.02 20 4.10 9918 2935 1478 15.55 22 4.40 11038 3135 1824 17.08 24 4.70 12159 3335 2211 18.62 26 5.00 13279 3540 2638 20.15 28 5.20 14401 3740 3106 21.68 30 5.50 15524 3940 3616 23.21 SSI 42MX ( from ICC PFC-5803. pane 5 & 6 Deep (in) Wt Obs/ft) M (ft-bs) V Obs) Et x 106 (inZ-Ibs) C x 106 ('m2-Ibs) 11 7/8 3.80 7592 2060 637 9.54 14 4.10 9274 2350 924 11.15 16 4.30 10863 2620 1246 12.68 18 4.60 12456 2895 1617 14.22 20 4.90 14051 3165 2040 15.77 22 5.10 15649 3440 2514 17.32 24 5.40 17248 3710 3042 18.87 26 5.70 18849 3985 3622 20.42 28 6.00 20450 4255 4257 21.97 30 6.20 22052 4530 4948 23.53 3814311 from ICC PFC-5803, page 5 & 6 Deep (in) Wt (Ibs/ft) M (ft -lbs) V (Ibs) El x 106 (inZ-Ibs) C x 106 cm2 -lbs) 117/8 4.80 9789 2080 707 6.81 14 4.90 12081 2260 1031 7.91 18 5.20 14251 2425 1394 8.97 18 5.40 16269 2590 1944 10.05 20 5.70 18419 2755 2454 11.13 22 5.90 20573 2920 3026 12.21 24 6.20 22730 3090 3881 13.30 26 6.40 24889 3255 4358 14.39 28 8.70 27050 3420 5119 15.47 30 7.00 29212 3585 5944 16.58 DESIGN EQUATIONS We M = wL 5wL4 (confd) 8C DC, Y 2C DC, ADFL-384E/ 22.5wL4 2.26wL2 ( from Trusjoist # 1062, page 21) Ana- +d x 10' Asv = ( from ICC PFC-5803, page 2) 84EI C + C 34E CHECK JOIST CAPACITIES & DEFLECTIONS 2x No. 2, Douglas Ftrlarch 2x No. 1, Douglas Fir-..arch Deep (in) M (ft-lbs) V (lbs) ALL ALT AD.. CHECK Deep (in) M (ft-lbs) V (Ibs) ALL ALT AD.i CHECK (in) (in) (in) (in) (in) (in) 4 2716 925 7.94 4.96 8.63 N.G. 4 2718 925 7.94 4.96 8.63 N.G. 6 2731 930 2.17 1.37 2.37 N.G. 6 2731 930 2.04 1.29 2.23 N.G. 8 2731 930 0.94 0.60 1.03 N.G. 8 2731 930 0.88 0.56 0.96 N.G. 10 2746 935 0.45 0.29 0.50 N.G. 10 2746 935 0.43 0.27 0.47 N.G. 12 2761 940 0.25 0.16 0.28 N.G. 12 2761 940 0.24 0.15 0.26 N.G. 2x Structural, Douglas Fir-Larch Deep (in) M (ft-lbs) V (Ibs) ALL ALT AD.1 CHECK (in) (in) (in) 4 2716 925 7.15 4.46 7.76 N.G. 6 2731 930 1.79 1.13 1.95 N.G. 8 2731 930 0.79 0.50 0.86 N.G. 10 2748 935 0.38 0.24 0.42 o.k. 12 2761 940 0.21 0.14 0.23 o.k. TJUL65 SSI 32MX Deep (in) M (ft-lbs) V (Ibs) ALL ALT ADo. CHECK Deep (in) M (ft-Ibs) V (Ibs) ALL ALT 4.4. CHECK (in) (in) (in) (in) (in) (in) 117/8 2751 936 N1.1:8888888 ci OO OO 0 OO OO OO 0 0 G: 0.13 1E' 1'2 :288.8888 0000000000 iC J2 .o f 0 0 te 0 o 0 0 0 d 0 o 0 0 d 0 117/8 2748 935 0.18 0.12 0.20 Y Y Y Y Y o o Y Y Y 0 0 0 0 0 0 0 0 0 0 14 2755 938 0.09 14 2751 936 0.13 0.09 0.15 16 2760 939 0.07 16 2755 938 0.10 0.07 0.11 18 2764 941 0.06 18 2760 939 0.08 0.05 0.09 20 2767 942 0.05 20 2763 941 0.07 0.04 0.07 22 2772 944 0.04 22 2767 942 0.06 0.04 0.08 24 2776 945 0.03 24 2772 944 0.05 0.03 0.05 26 2781 947 0.03 26 2776 945 0.04 0.03 0.05 28 2784 948 0.03 28 2779 948 0.04 0.02 0.04 30 2788 949 0.02 30 2784 948 0.03 0.02 0.04 TJUL90 SSI 42MX Deep (in) M (ft-lbs) V (Ibs) ALL ALT AD.t CHECK Deep (in) M (ft-lbs) V (Ibs) ALL ALT AD,{ CHECK (in) (in) (in) (in) (in) (in) 117/8 2764 941 'R1288888888 0 0 0 0 0 0 0 0 0 0 2888888888 0000000000 12228888888 000000000 o.k 117/8 2758 939 0.14 0.09 0 0 0 0 0 0 0 0 0 0 88 88218;O o.k. 14 2769 943 o.k. 14 2783 941 0.10 0.07 o.k. 16 2772 944 o.k. 16 2766 942 0.08 0.05 o.k. 18 2776 945 o.k. 18 2770 943 0.06 0.04 o.k. 20 2781 947 o.k. 20 2775 945 0.05 0.03 o.k. 22 2785 948 o.k. 22 2778 946 0.04 0.03 o.k. 24 2788 949 o.k. 24 2782 947 0.04 0.03 o.k. 26 2793 951 o.k. 26 2787 949 0.03 0.02 o.k. 28 2797 952 o.k. 28 2791 950 0.03 0.02 o.k. 30 2800 953 o.k 30 2794 951 0.03 0.02 o.k. TJUH90 SS143L Deep (in) M (ft-lbs) V (Ibs) ALL ALT AoA, CHECK Deep (in) M (ft-Ibs) V (Ibs) ALL ALT AD.{ CHECK (in) (in) (in) (in) (in) (in) 117/8 2770 943 0000000000 88888$88+N :20888888ss 0000000000 m1288888888 0000000000 Y Y 0 Y Y 0-12 0 0 0 0 0 0 0 0 0 0 117/8 2770 943 0000000000 88888888'r. 888888888s 0000000000 0.16 o.k. 14 2775 945 14 2775 945 0.12 o.k. 16 2779 946 16 2779 946 0.09 o.k. 18 2782 947 18 2782 947 0.07 o.k 20 2787 949 20 2787 949 0.06 o.k. 22 2791 950 22 2790 950 0.05 o.k. 24 2796 952 24 2794 951 0.05 o.k. 26 2799 953 26 2797 952 0.04 o.k. 28 2803 954 28 2802 954 0.04 o.k. 30 2808 956 30 2806 955 0.03 o.k. Mark Heinzig, PE, MBA AE Design, Engineering, E-business Consulting 626 13th Ave. E, Suite K Seattle, WA 98102 Ph/Fax (206) 323-5901 hcmark@qwest.net Creative Designs, Practical Solutions JOB fieitihIlyri 1410 Otle-2-244.16115 SHEET NO OF CALCULATED BY IVO- DATE CHECKED BY DATE SCALE Ot. 0 e cdtity 4 .22 L L e_ RigliNts•rti tc.nf .2-.VD4k_ 2A_ evt 7-03 rn14 ; 0111+-54) 1 109, 20(s-,/4e,-frsfric 4-1; f2ecluebor(4kvottu 5 2.A 4 7, LL T r -11;v4 . 1-60 sivr 44 4 ‘13- 2,Vo I) 14-, ( SA/ -evi t3k4At 113_11 4- I llYs ef Ps; e. :=.).604 410e3 1013 51 s—t Zoci 01' -74 trJ \In PFA P014, DM-- -4- -4- 'J— 46941 4L zoo,eraf 94) oo.aell- DP2. )(. ok_ de_ Cdoc24-- Ere vcA18:/s1 .1)L7-71,65A4- 1L-7)F5%Fi 1,1U5. is%.,4;4171 riv2. Apek Park Heitizig, PE HobsiiM 6iiapslsyar, Pb 426,2011-8177 PROJECT : 'O ice andAddition CLIENT : IBrennan HVAC JOB NO.: G DATE:. 2/13/2018 PAGE : DESIGN BY : 'MPH REVIEW BY : MPH Wood Beam Design Based on NOS 2015 Mezz Floor/Door Hdr Bm at Grid D (L=3' max):Case 1 (UDL) INPUT DATA & DESIGN SUMMARY MEMBER SIZE MEMBER SPAN UNIFORMLY DISTRIBUTED DEAD LOAD UNIFORMLY DISTRIBUTED LIVE LOAD CONCENTRATED DEAD LOADS (0 for no concentrated Toad) DEFLECTION LIMIT OF LIVE LOAD DEFLECTION LIMIT OF LONG-TERM 4 x B7_ - - No. 2, Douglas Fir -Larch L = 3 ft wD= 43.5 lbs/ft wt. =.544.27' lbs /ft PD1 = 0 lbs Lt= 0 if PD2=� L2 =, 0 'ft AL= L/.360 d KCrD+L = L 0180 Does member have continuous lateral support by top diaphragm ? (1= yes, 0= no) 0 No Code Duration Factor, Cr Condition 1 0.90 Dead Load 2 1.00 Occupancy Live Load 3 1.15 Snow Load 4 1.25 Construction Load 5 1.60 Wind/Earthquake Load 6 2.00 Impact Load Choice => 2 Occupancy Live Load ANALYSIS DETERMINE REACTIONS, MOMENT, SHEAR wseir tort = 5 lbs / ft RLe t = 0.89 kips VMax = 0.53 kips, at 7.25 inch from left end DETERMINE SECTION PROPERTIES & ALLOWABLE STRESSES b = d = A = Sx = 1E = 3.50 7.25 25.4 in in int 30.7 in3 E min = FbE = = RB = 6.2 (ft, Tab 3.3.3 footnote 1) 580 15858 111 ksi psi in4 6.825 < 50 CD CM 1.00 1.00 Ct Ci 1.00 1.00 Lt 4. Lz 4, PD1 1 02 "'`i•r'l�l�llr•lr'�l Camber => 0.00 Inch THE BEAM DESIGN IS ADEQUATE. Code Designation 1 Select Structural, Douglas Fir -Larch 2 No. 1, Douglas Fir -Larch 3 No. 2, Douglas Fir -Larch 4 Select Structural, Southem Pine 5 No. 1, Southern Pine 6 No. 2, Southem Pine Choice => 3 Rwant = 0.89 kips MMax = 0.67 ft -kips, at 1.50 ft from left end E=Ex= Fb = F„ = E' = 1600 ksi Fb = 1170 psi 900 psi F = FbE / Fb* = 13.55 180 psi Ft; = 1,165 psi 1,600 ksi = 180 psi CL CF Cv Ce Cr 1.00 1.30 1.00 1.00 1.00 CHECK BENDING AND SHEAR CAPACITIES fb=MMax/Sx= 261 psi < f; = 1.5 VMaX / A = 31 psi CHECK DEFLECTIONS 4 (L, Max) = 0.01 d(Kcr0+L,Max)= 0.01 Where lc, = 1.50 Fb = in, at 1.500 ft from left end, in, at 1.500 ft from left end , (NDS 3.5.2) DETERMINE CAMBER AT 1.5 (DEAD + SELF WEIGHT) A t,.so, Mex) = 0.00 in, at 1.500 ft from left end 1165 psi F,; [Satisfactory] [Satisfactory] d L = L / 360 [Satisfactory] 4 Ker o + L = L / 180 [Satisfactory] 8 Mirk Heinzig, PE Ha b ash§ Endrp ess, Inc Ph 425-20/4177 PROJECT : Office and Mezzazlne Addition CLIENT : ,Brennan HVAC JOB NO.: DATE: 2/13/2018 PAGE: DESIGN BY : MPH REVIEW BY : MPH Wood Beam Design Based on NDS 2015 Mea Fir Sm at Grid H.1 (L=3.75, say 4'-0"):Case 1 (UDL) INPUT DATA & DESIGN SUMMARY MEMBER SIZE MEMBER SPAN UNIFORMLY DISTRIBUTED DEAD LOAD UNIFORMLY DISTRIBUTED LIVE LOAD CONCENTRATED DEAD LOADS (0 for no concentrated load) DEFLECTION LIMIT OF LIVE LOAD DEFLECTION LIMIT OF LONG-TERM 4 x 1Q No. 2, Douglas Fir -Larch L= 4 ft wD=. 71.6 lbs/ft WL= 895.6 lbs/ft PDI = 0 lbs L1= 0 ft PD2 = 0 lbs L2= 0 ft dL=L/S60 4KUD+L=L/ 180 Does member have continuous lateral support by top diaphragm ? (1= yes, 0= no) 0 No L2 �, ��11 ♦l14♦♦l�l� Camber => 0.00 Inch THE BEAM DESIGN IS ADEQUATE. Code Duration Factor, Ca Condition Code Designation 1 0.90 Dead Load 1 Select Structural, Douglas Fir -Larch 2 1.00 Occupancy Live Load 2 No. 1, Douglas Fir -Larch 3 1.15 Snow Load 3 No. 2, Douglas Fir -Larch 4 1.25 Construction Load 4 Select Structural, Southern Pine 5 1.60 Wind/Earthquake Load 5 No. 1, Southern Pine 6 2.00 Impact Load 6 No. 2, Southem Pine Choice => 2 Occupancy Live Load Choice => 3 ANALYSIS DETERMINE REACTIONS, MOMENT, SHEAR wsen „K = 7 lbs / ft Rum = 1.95 kips RSM = 1.95 kips VMax = 1.20 kips, at 9.25 inch from left end Mu. = 1.95 ft -kips, at 2.00 ft from left end DETERMINE SECTION PROPERTIES & ALLOWABLE STRESSES b = 3.50 in E'min = 580 ksi E = Ex = 1600 ksi Fb = 1oao psi d = 9.25 in FbE = 9322 psi Fb = 900 psi F = FbE / Fb. = 8.63 A = 32.4 Int 1 = 231 in4 F„ = 180 psi Fe = 1,073 psi Sx = 49.9 in3 RB = 8.641 <50 E' = 1,600 ksi F,; = 180 psi /E = 8.2 (ft, Tab 3.3.3 footnote 1) CD CM Ct Ci CL CF Cv Cc Cr 1.00 1.00 1.00 1.00 0.99 1.20 1.00 1.00 1.00 CHECK BENDING AND SHEAR CAPACITIES fb = MMax / Sx = 468 psi < f,; = 1.5 VMax / A = 55 psi Fb = CHECK DEFLECTIONS 4 (L, Max) = 0.01 in, at 2.000 ft from left end, A (Kcr D + L , Me = 0.02 in, at 2.000 ft from left end Where Kir = 1.50 , (NDS 3.5.2) DETERMINE CAMBER AT 1.5 (DEAD + SELF WEIGHT) A (1.5D, Max) = 0.00 in, at 2.000 ft from left end 1073 psi F� [Satisfactory] [Satisfactory] zit. = L / 360 [Satisfactory] d Kcr D + L = Li 180 [Satisfactory] 4 >u Mark Heinzig, PE Ph 426202-W7 PROJECT : :Office and Mezzazine Addition CLIENT Brennan HVAC JOB NO. : Wood Beam Design Based on NDS 2015 PAGE: DESIGN BY : MPH DATE: 2/13/2018 REVIEW BY : MPH (E)Mezz Floor Bm at Grid I (L=3.75,_say 4'):Case 1 {UDL) INPUT DATA & DESIGN SUMMARY MEMBER SIZE MEMBER SPAN UNIFORMLY DISTRIBUTED DEAD LOAD UNIFORMLY DISTRIBUTED LIVE LOAD CONCENTRATED DEAD LOADS (0 for no concentrated load) DEFLECTION LIMIT OF LIVE LOAD DEFLECTION LIMIT OF LONG-TERM 4 x 8 No. 2, Douglas Fir -Larch L=' 4 ft w0 = 97.5 lbs / ft WL= 1218 lbs/ft PD1 = 0 lbs L1= PD2 = L2 = 0 0 0 dL=L1360 4 Kcr D + L = L /'240 Does member have continuous lateral support by top diaphragm ? (1= yes, 0= no) 0 No Code Duration Factor, Cn Condition 1 0.90 Dead Load 2 1.00 Occupancy Live Load 3 1.15 Snow Load 4 1.25 Construction Load 5 1.60 Wind/Earthquake Load 6 2.00 Impact Load Choice => 2 Occupancy Live Load ANALYSIS DETERMINE REACTIONS, MOMENT, SHEAR wseffwt= 5 lbs/ft Rum = 2.64 VMa,, = 1.84 kips, at 7.25 inch from left end kips DETERMINE SECTION PROPERTIES & ALLOWABLE STRESSES b = 3.50 in d = 7.25 in A = 25.4 int Sx = 30.7 in3 Ra = 1E = 8.2 (ft, Tab 3.3.3 footnote 1) Emin = FbE = = 580 ksi 11893 psi 111 in4 7.850 < 50 Co CM C1 1.00 1.00 1.00 ft lbs ft M1 = E=Ex= Fb = F„ = E' = Lt x LZ ir PDI PD2 "'`llljl�llll��l Camber => 0.01 inch THE BEAM DESIGN IS ADEQUATE. Code Designation 1 Select Structural, Douglas Fir -Larch 2 No. 1, Douglas Fir -Larch 3 No. 2, Douglas Fir -Larch 4 Select Structural, Southern Pine 5 No. 1, Southern Pine 6 No. 2, Southern Pine Choice => 3 RR = 2.64 kips 2.64 ft -kips, at 2.00 ft from left end 1600 900 180 1,600 Ci CL CF Cv Cc Cr 1.00 0.99 1.30 1.00 1.00 1.00 CHECK BENDING AND SHEAR CAPACITIES fb = MMax / Sx = 1034 psi < f,; = 1.5 VMex / A = 109 psi CHECK DEFLECTIONS (L, Max) = 0.04 d (Xcr D + L .Max) = 0.04 Where Ker = 1.50 Fb = in, at 2.000 ft from left end, in, at 2.000 ft from left end , (NDS 3.5.2) DETERMINE CAMBER AT 1.5 (DEAD + SELF WEIGHT) A(1.50. M = 0.01 in, at 2.000 ft from left end • ksi psi psi ksi Fb = 1170 F=FbE/Fb* = Fe = 1,164 F` = 180 1164 psi [Satisfactory] F,; [Satisfactory] dL=L/ 360 dKcrD+L=L/ 240 psi 10.17 psi psi [Satisfactory] [Satisfactory] Z�l�.J51 krI DP? m j if)03;j5317- WAY •75 ec h Si -1075F clls-4/ Sys( Lku 1 pihrk tebr =1Zl,5/ tri Mark Heng, PE HEmbelpiees. ham Ph 425-201-41/77 PROJECT : ;Office and Mgzzazine Addition CLIENT : ':Brennan HVAC JOB NO.: DATE.: 4./13/2018 Wood Beam Design Based on NDS 2015 PAGE: DESIGN BY : 'MPH REVIEW BY : 'MPH INPUT DATA & DESIGN SUMMARY MEMBER SIZE MEMBER SPAN UNIFORMLY DISTRIBUTED DEAD LOAD UNIFORMLY DISTRIBUTED LIVE LOAD CONCENTRATED DEAD LOADS (0 for no concentrated load) DEFLECTION LIMIT OF LIVE LOAD DEFLECTION LIMIT OF LONG-TERM 4z$ L WD=� WL = PD1 =; L1 = PD2 =' (E)Mea Floor Bm at Grid I IL=3.75, say 4):Case 2 (PT Ld)) No. 2, Douglas Fir -Larch 4 ft o" lbs / ft 0 lbs/ft 2000 lbs 2 ft 0 lbs L2 = 0 ft dL=L660 JKcrD+L= L/x240 Does member have continuous lateral support by top diaphragm ? (1= yes, 0= no) 0 No Code Duration Factor. Cn Condition 1 0.90 Dead Load 2 1.00 Occupancy Live Load 3 1.15 Snow Load 4 1.25 Construction Load 5 1.60 Wind/Earthquake Load 6 2.00 Impact Load Choice => 2 Occupancy Uve Load ANALYSIS DETERMINE REACTVONS, MOMENT, SHEAR Wsenwt = 5 lbs / It Rtot = 1.01 kips VM, = 1.01 kips, at 7.25 inch from left end DETERMINE SECTION PROPERTIES & ALLOWABLE STRESSES 580 ksi psi in4 b = d = A = Sx = 1E= Co 1.00 3.50 7.25 25.4 30.7 in in int in3 Emin = FbE = I = R6 = 11893 111 7.650 8.2 (ft, Tab 3.3.3 footnote 1) <50 y Li 1 "Ij� LZ ,r Poi PD2 "'`11ll�lljl�l�l Camber => 0.04 Inch THE BEAM DESIGN IS ADEQUATE. Code Designation 1 Select Structural, Douglas Fir -Larch 2 No. 1, Douglas Fir -Larch 3 No. 2, Douglas Fir -Larch 4 Select Structural, Southern Pine 5 No. 1, Southem Pine 6 No. 2, Southern Pine Choice => 3 Rt,t = 1.01 kips MM. = 2.01 ft -kips, at 2.00 ft from left end E=Ex= Fb = F� = E' = 1600 900 180 1,600 CM Ct Ci CL CF Cv Cc Cr 1.00 1.00 1.00 0.99 1.30 1.00 1.00 1.00 CHECK BENDING AND SHEAR CAPACITIES fb=MMax/Sx= 787 psi < f,' = 1.5 Vmu / A = 60 CHECK DEFLECTIONS d(, = 0.00 d(KcrD+L,max) = 0.04 Where Kir = 1.50 Fb = 1164 psi psi [Satisfactory] in, at 2.000 ft from left end, in, at 2.000 ft from left end , (NDS 3.5.2) DETERMINE CAMBER AT 1.5 (DEAD + SELF WEIGHT) A (1.5D, Men = 0.04 in, at 2.000 ft from left end ksi psi psi Fe = ksi Fv. = Fb. = 1170 F = FbE / Fb* = [Satisfactory] psi 10.17 1,164 psi 180 psi A L=L/360 [Satisfactory] dKcrD+L=L/240 [Satisfactory] A/_4-2- Mark Heinzig, PE, MBA AE Design, Engineering, E-business Consulting 626 13th Ave. E, Suite K Seattle, WA 98102 Ph/Fax (206) 323-5901 hcmark@qwest.net Creative Designs, Practical Solutions JOB (/.44)(c • - / I 1 Ie 7Z / i P F SHEET NO ((( OF I �� CALCULATED BY DATE 2_/ /LI/j CHECKED BY DATE SCALE 1 S 9 ✓r: S/ 24'/pr.:S2/3(' ‘Llivetri1'17- Fr fav s 45,, 144- V74-0 Vi Raet744 r1(062I'VAN. (r120 (Up ) (p\rav)",9 I- 1 1-2 CitNet: 2--») 1P r/ P Mark Heinzig,PE Heinzig Enterprise Inc. 16909 3rd Ave SE Bothell, WA 98012 ph 425-208-6877 Heinzig0MSN.com Wood Beam Project Title: Engineer: Project Descr: Brennan HVAC 2018 Office & Mezzanine Addition Mark Heinzig, PE Project ID: Lic. # : KW -06004528 Description : Brennan HVAC: Mezzazine Bm at Grid F CODE REFERENCES Printed:13 FEB 2018,11:11 PM He= Ca11seralheinzDOCUME-1\ENERCA-113RENNA-1.EC8 ENERCALC, INC. 1983-2018, Build:10,18.1.31; Ver.10.18.1.31 Licensee : HEINZING ENTERPRISES, INC Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Load Combination iBC 2015 Wood Species : DF/DF Wood Grade : 24F - V8 Beam Bracing : Completely Unbraced Fb + Fb - Fc - Pdl Fc - Perp Fv 2400 psi 2400 psi 1650 psi 650 psi 265 psi 1100 psi E : Modulus of Elasticity Ebend- xx Eminbend - xx Ebend- yy Eminbend - yy Density 1800ksi 950 ksi 1600 ksi 850ksi 31.2 D(0.117) L(1.396) D(0.117) L(1.396) 7 D(0.117),L(1.396) DD0.117) L(1.396) 1 6 a 6 0 0 X 8 0 a va b b d fib/ 3.125x12 Span = 2.250 ft F 3.125x12 3.125x12 Span = 8.50 ft 3.125x12 Span = 8.50 ft 3.125x12 Span=2.250ft II Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.1170, L =1.396 , Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load : D = 0.1170, L = 1.396 , Tributary Width =1,0 ft Load for Span Number 3 Uniform Load : D = 0.1170, L = 1.396 , Tributary Width = 1.0 ft Load for Span Number 4 Uniform Load : D = 0.1170, L = 1.396 , Tributary Width = 1.0 ft DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Desi.n OK Maximum Bending Stress Ratio = 0.732 1 Section used for this span 3.125x12 fb : Actual = 1,654.83 psi FB : Allowable = 2,261.26 psi Load Combination +D+L+H, LL Comb Run (*LL*) Location of maximum on span = 5.500ft Span # where maximum occurs = Span # 2 Maximum Deflection Max Downward Transient Deflection 0.081 in Max Upward Transient Deflection -0.033 in Max Downward Total Deflection 0.085 in Max Upward Total Deflection -0.030 in Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 1265 >=360 3056 >=360 1200 >=240 3418 >=240 0.817:1 ✓ 3.125x12 216.39 psi 265.00 psi +D+L+H, LL Comb Run (`LL*) 7.532 ft Span # 2 Mark Heinzig,PE Heinzig Enterprise Inc. 16909 3rd Ave SE Bothell, WA 98012 ph 425-208-6877 HeinzioaMSN.com Project Title: Brennan HVAC 2018 Office & Mezzanine Additipn Engineer. Mark Heinzig, PE Project ID: t,1 Project Descr: /(/{ Printed: 13 FEB 2018,11:11 PM Wood Beam $ „ Fie=CAUsersWieinz4DOCUME-1\ENERCA-118RENNA-1.EC6 ENERCALC, BNC.1983.2018, Bo�tl.10.18:1i31, Ver10:18.1.31 Lic. # : KW -06004528 Licensee : HEINZING ENTERPRISES, INC Description : Brennan HVAC: Mezzazine Bm at Grid F Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination D Only Lr Only, LL Comb Run ("*L) Lr Only, LL Comb Run ("1*) Lr Only, LL Comb Run ("LL) Lr Only, LL Comb Run ('L") Lr Only, LL Comb Run (*L*L) Lr Only, LL Comb Run (*LL*) Lr Only, LL Comb Run ('LLL) Lr Only, LL Comb Run (L"') Lr Only, LL Comb Run (L"L) Lr Only, LL Comb Run (L*L) Lr Only, LL Comb Run (L*LL) Lr Only, LL Comb Run (LL'") Lr Only, LL Comb Run (LLt) Lr Only, LL Comb Run (LLL*) Lr Only, LL Comb Run (LLLL) L Only, LL Comb Run ("'L) L Only, LL Comb Run ('"L') L Only, LL Comb Run ("LL) L Only, LL Comb Run (*L") L Only, LL Comb Run (*L*L) L Only, LL Comb Run (*LL") L Only, LL Comb Run (*LLL) L Only, LL Comb Run (L') L Only, LL Comb Run (L"L) L Only, LL Comb Run (L*L*) L Only, LL Comb Run (L*LL) L Only, LL Comb Run (LL") L Only, LL Comb Run (LL*L) L Only, LL Comb Run (LLL) L Only, LL Comb Run (LLLL) S Only W Only E Only H Only Support 1 -0.116 2 Su... Support 4•. Support 5 0.898/ -0.116 -0.010 0.020 -0.041 1.694 1.478 0.835 -1.615 6.320 9.922 -3.596 0.825 -1.595 6.279 11.616 -2.118 -3.596 9.922 6.320 -1.615 0.835 -3.606 9.941 6.279 0.079 2.313 -2.761 8.307 12.640 8.307 -2.761 -2.771 8.327 12.599 10.001 -1.283 1.478 1.694 -0.041 0.020 -0.010 1.468 1.714 -0.081 1.714 1.468 2.313 0.079 6.279 9.941 -3.606 2.303 0.099 6.239 11.635 -2.128 -2.118 11.616 6.279 -1.595 0.825 -2.128 11.635 6.239 0.099 2.303 -1.283 10.001 12.599 8.327 -2.771 -1.293 10.021 12.559 10.021 -1.293 Mark Heinzig,PE Heinzig Enterprise Inc. 16909 3rd Ave SE Bothell, WA 98012 ph 425-208-6877 HeinzipAMSN.com Wood Beam Project Title: Brennan HVAC 2018 Office & Mezzanine Addition Engineer: Mark Heinzig, PE Project ID: Project Descr: Printed: 13 FEB 2018, 11:11PM File = C:%Users heinzzDO(CME-11ENERCA-116RENNA-1.EC6 ENERCALC, INC 1983-2018, Buiidi10,18.1:31, Ver.10.18.1.31 Lic. # : KW -06004528 Licensee : HEINZING ENTERPRISES, INC Description : Brennan HVAC: Mezzazine Bm at Grid F Overall Maximum Deflections Load Combination Span Max. " Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 +D+L+H, LL Comb Run (*L*L) -0.0060 1.310 +D+L+H, LL Comb Run (*L*L) 2 0.0845 4.519 0.0000 1.310 +D+L+H, LL Comb Run (L*L*) 3 0.0850 4.089 L Only, LL Comb Run (1_1) -0.0025 0.108 4 0.0000 4.089 +D+L+H, LL Comb Run (L*L*) -0.0061 0.968 Support notation : Far left is #1 Values in KIPS Vertical Reactions Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Overall MAXimum Overall MINimum +D++1 LL Comb Run (***L) 40+1.+H, LL Comb Run (**L*) + D+L+H, LL Comb Run ("LL) +0+L+H, LL Comb Run (*L**) +O+L+ii, LL Comb Run (*L*L) - +O+L+H, LL Comb Run (*LLL) 40+L++1, LL Comb Run (L*") +D+L+H, LL Comb Run (L**L) ▪ LL Comb Run (L*L*) +D+L+H, LL Comb Run (L*LL) +D+L+H, LL Comb Run (LL*') +D+L+H, LL Comb Run (LL*L) +D+L+H, LL Comb Run (LLL*) +D+L+H, LL Comb Run (LLLL) +D+Lr+H, LL Comb Run (***L) +D+Lr+H, LL Comb Run (**L*) +D+Lr+1-1, LL Comb Run (**LL) 40+Lr+H, LL Comb Run (*L**) +D+Lr+H, LL Comb Run (*L*L) +O+Lr+ 1, LL Comb Run (*LL*) +D+Lr+H, LL Comb Run (*LLL) 404.r+1-1, LL Comb Run (L***) +D+Lr+H, LL Comb Run (L"1) +D+Lr+H, LL Comb Run (L*L*) +D+Lr+ 1, LL Comb Run (L*LL) +D+Lr+H, LL Comb Run (LL") +D+Lr+H, LL Comb Run (LL*L) +D+Lr+H, LL Comb Run (LLL*) +D+Lr+H, LL Comb Run (LLLL) +D+S+H +0+0.750Lr+0.750L+H, LL Comb Run (* +D+0.750Lr+0.750L+H, LL Comb Run (* +D+0.750Lr+0.750L+H, LL Comb Run (* +D+0.750Lr+0.750L+H, LL Comb Run (* +D+0.750Lr+0.750L+H, LL Comb Run (* +0+0.750Lr+0.750L+H, LL Comb Run (* +D+0.750Lr+0.750L+H, LL Comb Run (* +0+0.750Lr+0.750L+H, LL Comb Run (L +0+0.750Lr+0.750L+H, LL Comb Run (L +D+0.750Lr+0.750L+H, LL Comb Run (L +D+0.750Lr+0.750L+H, LL Comb Run (L +D+0.750Lr+0.750L+H, LL Comb Run (L +D+0.750Lr+0.750L+H, LL Comb Run (L +0+0.750Lr+0.750L+H, LL Comb Run (L +D+0.750Lr+0.750L+H, LL Comb Run (L +0+0.750L+0.750S+11, LL Comb Run (" +D+0.750L+0.750S+H, LL Comb Run (** +D+0.750L+0.750S+H, LL Comb Run (" +D+0.750L+0.750S+H, LL Comb Run (*L -3.722 12.534 13.766 12.534 -3.722 E -2.118 10.021 12.559 10.021 -1.293 -0.116 0.898 1.126 0.898 -0.116 -0.126 0.918 1.085 2.592 1.362 0.719 -0.716 7.446 10.820 -3.712 0.709 -0.697 7.405 12.514 -2.234 -3.712 10.820 7.446 -0.716 0.719 10.840 7.405 0.978 2.197 9.205 3.766 9.205 -2.877 9.225 10.899 -1.399 2.592 1.085 0.918 -0.126 2.612 1.044 2.612 1.352 0.978 7.405 0.997 7.364 12.514 7.405 7.364 I 9 13.7 13.684 1.126 1.126 1.126 1.126 1.126 1.126 1.126 1.126 1.126 1.126 1.126 1.126 1.126 1.126 1.126 1.126 1.095 5.866 5.835 5.866 5.835 10.606 10.575 1.095 1.065 5.835 5.805 5.835 5.805 10.575 10.545 1.095 5.866 5.835 5.866 -2.877 -2.887 1.362 1.352 -- 2.197 2.187 -2.234 -2.244 -1.399 -1.409 -0.116 -0.116 -0.116 -0.116 -0.116 -0.116 -0.116 -0.116 -0.116 -0.116 -0.116 -0.116 -0.116 -0.116 -0.116 -0.116 -0.123 0.510 0.503 -2.813 -2.820 -2.187 -2.194 0.993 0.985 1.619 1.611 -1.704 -1.712 -1.078 -1.086 -0.123 0.510 0.503 -2.813 tEIM 10.919 0.898 0.898 0.898 0.898 0.898 0.898 0.898 0.898 0.898 0.898 0.898 0.898 0.898 0.898 0.898 0.898 0.913 -0.313 -0.298 8.339 8.354 7.129 7.143 2.169 2.183 0.958 0.972 9.610 9.625 8.399 8.414 0.913 -0.313 -0.298 8.339 0.997 9.225 10.919 0.898 0.898 0.898 0.898 0.898 0.898 0.898 0.898 0.898 0.898 0.898 0.898 0.898 0.898 0.898 0.898 2.169 8.339 9.610 -0.313 0.958 7.129 8.399 0.913 2.183 8.354 9.625 -0.298 0.972 7.143 8.414 2.169 8.339 9.610 -0.313 -2.244 0.709 2.187 -2.887 -1.409 -0.116 -0.116 -0.116 -0.116 -0.116 -0.116 -0.116 -0.116 -0.116 -0.116 -0.116 -0.116 -0.116 -0.116 -0.116 -0.116 0.993 -2.813 -1.704 0.510 1.619 -2.187 -1.078 -0.123 0.985 -2.820 -1.712 0.503 1.611 -2.194 -1.086 0.993 -2.813 -1.704 0.510 Mark Heinzig,PE Heinzig Enterprise Inc. 16909 3rd Ave SE Bothell, WA 98012 ph 425-208-6877 Heinzip0MSN.com Wood Beam Project Title: Brennan HVAC 2018 Office & Mezzanine Addition) j Engineer: Mark Heinzig, PE Project ID: Project Descr: ��� Printed: 13 FEB 2018.11:11 PM File = C:1UsersVreinz1DOC1)ME-11ENERCA-11BRENNA-1.EC6 ,ENERCALC, INC. 1983-2018, Build:10.18.1.31, Ver.10.18.1.31 Lic. # : KW -06004528 Licensee : HEINZING ENTERPRISES, INC Description : Brennan HVAC: Mezzazine Bm at Grid F Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 +D+0.750L+0.750S+H, LL Comb Run ("L +D+0.750L+0.750S+H, LL Comb Run ("L +D+0.750L+0.750S+H, LL Comb Run (I. +D+0.750L+0.750S+H, LL Comb Run (L" +D+0.750L+0.750S+H, LL Comb Run (L" +D+0.750L+0.750S+H, LL Comb Run (L" +D+0.750L+0.750S+H, LL Comb Run (L* +D+0.750L+0.750S+H, LL Comb Run (LL + 0+0.750L+0.750S+H, LL Comb Run (LL +D+0.750L+0.750S+H, LL Comb Run (LL +0+0.750L+0.750S+H, LL Comb Run (LL + 0+0.6OW+H +0+0.70E+H +D+0.750Lr+0.750L+0.450W+H, LL Comb +0+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +0+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +0+0.750Lr+0.750L+0.450W+H, LL Comb +0+0.750Lr+0.750L+0.450W+H, LL Comb +0+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +0+0.750Lr+0.750L+0.450W+H, LL Comb +0+0.750Lr+0.750L+0.450W+H, LL Comb +0+0.750L+0.750S+0.450W+H, LL Comb +0+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +0+0.750L+0.750S+0.450W+H, LL Comb +0+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +0+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +0+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0,450W+H, LL Comb +0+0.750L+0.750S+0.450W+H, LL Comb +0+0.750L+0.750S+0.5250E+H, LL Comb +0+0.750L+0.750S+0.5250E+H, LL Comb + 0+0.750L+0.750S+0.5250E+H, LL Comb +0+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +0+0.750L+0.750S+0.5250E+H, LL Comb +0+0.750L+0.750S+0.5250E+H, LL Comb +0+0.750L+0.750S+0.5250E+H, LL Comb +0+0.750L+0.750S+0.5250E+H, LL Comb +0+0.750L+0.750S+0.5250E+H, LL Comb +0+0.750L+0.750S+0.5250E+H, LL Comb + 0.60D+0.60W+0.60H + 0.60D+0.70E+0.60H -2.820 8.354 5.835 0.958 1.619 -2.187 7.129 10.606 7.129 -2.187 -2.194 7.143 10.575 8.399 -1.078 0.993 2.169 1.095 0.913 -0.123 0.985 2.183 1.065 2.183 0.985 1.619 0.958 5.835 8.354 -2.820 1.611 0.972 5.805 9.625 -1.712 -1.704 9.610 5.835 -0.298 0.503 -1.712 9.625 5.805 0.972 1.611 -1.078 8.399 10.575 7.143 -2.194 -1.086 8.414 10.545 8.414 -1.086 -0.116 0.898 1.126 0.898 -0.116 -0.116 0.898 1.126 0.898 -0.116 -0.123 0.913 1.095 2.169 0.993 0.510 -0.313 5.866 8.339 -2.813 0.503 -0.298 5.835 9.610 -1.704 -2.813 8.339 5.866 -0.313 0.510 -2.820 8.354 5.835 0.958 1.619 -2.187 7.129 10.606 7.129 -2.187 -2.194 7.143 10.575 8.399 -1.078 0.993 2.169 1.095 0.913 -0.123 0.985 2.183 1.065 2.183 0.985 1.619 0.958 5.835 8.354 -2.820 1.611 0.972 5.805 9.625 -1.712 -1.704 9.610 5.835 -0.298 0.503 -1.712 9.625 5.805 0.972 1.611 -1.078 8.399 10.575 7.143 -2.194 -1.086 8.414 10.545 8.414 -1.086 -0.123 0.913 1.095 2.169 0.993 0.510 -0.313 5.866 8.339 -2.813 0.503 -0.298 5.835 9.610 -1.704 -2.813 8.339 5.866 -0.313 0.510 -2.820 8.354 5.835 0.958 1.619 -2.187 7.129 10.606 7.129 -2.187 -2.194 7.143 10.575 8.399 -1.078 0.993 2.169 1.095 0.913 -0.123 0.985 2.183 1.065 2.183 0.985 1.619 0.958 5.835 8.354 -2.820 1.611 0.972 5.805 9.625 -1.712 -1.704 9.610 5.835 -0.298 0.503 -1.712 9.625 5.805 0.972 1.611 -1.078 8.399 10.575 7.143 -2.194 -1.086 8.414 10,545 8.414 -1.086 -0.123 0.913 1.095 2.169 0.993 0.510 -0.313 5.866 8.339 -2.813 0.503 -0.298 5.835 9.610 -1.704 -2.813 8.339 5.866 -0.313 0.510 -2.820 8.354 5.835 0.958 1.619 -2.187 7.129 10.606 7.129 -2.187 -2.194 7.143 10.575 8.399 -1.078 0.993 2.169 1.095 0.913 -0.123 0.985 2.183 1.065 2.183 0.985 1.619 0.958 5.835 8.354 -2.820 1.611 0.972 5.805 9.625 -1.712 -1.704 9.610 5.835 -0.298 0.503 -1.712 9.625 5.805 0.972 1.611 -1.078 8.399 10.575 7.143 -2.194 -1.086 8.414 10.545 8.414 -1.086 -0.070 0.539 0.675 0.539 -0.070 -0.070 0.539 0.675 0.539 -0.070 Mark Heinzig, PE, MBA AE Design, Engineering, E-business Consulting 626 13th Ave.'E, Suite K Seattle, WA 98102 Ph/Fax (206) 323-5901 hcmark@qwest.net Creative Designs, Practical Solutions JOB ycgoivrt 1.4164744t2-z,g,,,oce,v SHEET NO OF CALCULATED BY /14 DATE CHECKED BY DATE Mark Heinzig,PE Heinzig Enterprise Inc. 16909 3rd Ave SE Bothell, WA 98012 ph 425-208-6877 Heinzig@MSN.com General Footing Eic. # : KW -06004528 Project Title: Brennan HVAC 2018 Office & Mezzanine Addition `S Engineer. Mark Heinzig, PE Project ID: Project Descr: Description : Mezzazine Ftg at Intersection of Grid F,3 i,, L(i'OF REINF ea way , top & bot) Code References Printed: 19 FEB 2018, 2:41PM File = C:Ylserslh nzlDOCUME-1{ENERCA-RBRENNA--1.Ec0 ENERCALC, INC. 1983-2018, Budd:10.18.1.31, Ver.10.18.1.3 License`: HEINZING ENTERPRISES. INC Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties f c : Concrete 28 day strength Rebar Yield c: Concrete Elastic Modulus Concrete Density cp Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. -Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal W for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Wdth parallel to X -X Ms Length parallel to Z -Z Axis Footing Thickness Pedestal dimensions... px : parallel to X -X Axis pz : parallel to Z -Z Axis Height Rebar Centerline to Edge of Concrete... at Bottom of footing Reinforcing 2.50 ksi `✓ / 60.0 ksi • 2,207.60 ksi • 145.0 pcf ✓ 0.90 ,,Jj • 0.750 Increases based on footing Depth Footing base depth below soil surface Allow press. increase per foot of depth ▪ 0.00010 / when footing base is below 1.0:1✓ 1.0 : 1 Increases based on footing plan dimension Yes f Allowable pressure increase per foot of depth Yes v when max. length or width is greater than Yes Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Yes 3.0 ft 3.0 ft 16.0 in in in in 3.50 in Bars parallel to X -X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z -Z Axis Number of Bars Reinforcing Bar Size Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads P : Column Load OB : Overburden M-xx M-zz V -x V -z 2.0 ksf No 150.0 pcf 1 0.30 0.250 ft -' ksf ft ksf ft ikain de -4 2-0-111 444;1 A(2 -1A1 , 4 ioc,/ .- T-49,6 /off # 34✓ �✓ k'l 3.0 # 41 n/a n/a n/a X -X 1.arre•z %Z D Lr L s w E H 1.126 12.620 0.10 k ksf k -ft k -ft k k Mark Heinzig,PE Heinzig Enterprise Inc. 16909 3rd Ave SE Bothell, WA 98012 ph 425-208-6877 Heinzig@MSN.com General-Footinci Lic. # : KW -06004528 Description : Project Title: Brennan HVAC 2018 Office & Mezzanine Addition I Ct Engineer. Mark Heinzig, PE Project ID: f Project Descr MPn27ine Ftg at Intersection of Grid F,3 : (2 RAFTS OF REINF ea way , top & bot) DESIGN SUMMARY Min. Ratio Item Printed: 19 FEB 2018, 2:41 PAS Fite =C:Wse einzzDOCUME-11ENERCA-1113REN-LEGE' ENERCALC, INC...1883-2018, BuMd:10181.31YacNA'10.181:3'g Licensee : HEINZING ENTERPRISES, INC Applied Capacity Design OK Governing Load Combination PASS PASS PASS 0.9105 n/a n/a PASS n/a PASS 0.2953 PASS 0.2953 PASS 0.2953 PASS 0.2953 PASS 0.1159 PASS 0.1159 PASS 0.1159 PASS 0.1159 PASS 0.2365 Detailed Results Soil Bearing Soil Bearing Overturning - X -X Overtuming - Z -Z 1.821 ksf 0.0 k -ft 0.0 k -ft Uplift 0.0 k Z Flexure (+X) 3.259 k-ft/ft Z Flexure (-X) 3.259 k-fttft X Flexure (+Z) 3.259 k-ft/ft X Flexure (-Z) 3.259 k-ft/ft 1 -way Shear (+X) 8.691 psi 1 -way Shear (-X) 8.691 psi 1 -way Shear (+Z) 8.691 psi 1 -way Shear (-Z) 8.691 psi 2 -way Punching 35.477 psi Rotation Axis & Load Combination... D Only , 0.0 deo CCW +D+L , 0.0 deg CCW +D+0.750L 0.0deaCCW +0.60D , 0.0 deo CCW Overturning Stability Gross Allowable 2.0 ksf ✓ +D+L 0.0 k -ft No Overtuming 0.0 k -ft No Overturning 0.0 k No Uplift 11.038 k-ft/ft +1.20D+1.60L 11.038 k-ft/ft +1.20D+1.60L 11.038 k-ft/ft +1.200+1.60L 11.038 k-ft/ft +1.200+1.60L 75.0 psi +1.200+1.60L 75.0 psi +1.200+1.60L 75.0 psi +1.200+1.60L 75.0 psi +1.20D+1.60L 150.0 psi +1.20D+1.60L Xecc Zecc Actual Soil Bearing Stress Location Actual / Allow (in) Bottom Left Top Left Top Right Bottom Right Ratio 2.0 0.0 0.0 0.3184 0.3184 2.0 0.0 0.0 1.821 1.821 2.0 0.0 0.0 1.445 1.445 2.0 0.0 0.0 0.1911 0.1911 0.000 0.3184 0.3184 0.159 0.000 1.821 1.821 0.911 0.000 1.445 1.445 0.723 0.000 0.1911 0.1911 0.096 Rotation Axis & Load Combination... Footing Has NO Overtuming Footing Flexure Overtuming Moment Resisting Moment Stability Ratio Status Flexure Axis & Load Combination Mu k -ft Side Tension As Req'd Surface in"2 Gvm. As Actual As inA2 inA2 PhrMn k -ft Status X -X, +1.40D X -X, +1.40D X -X. +1.200+1.60L X -X, +1.200+1.60L X -X, +1.200+0.50L X -X, +1.20D+0.50L X -X, +1.20D X -X, +1.20D X -X. +1.403D+0.50L X -X, +1.403D+0.50L X -X, +0.90D X -X. +0.90D X -X, +0.69680 X -X, +0.6968D Z -Z, +1.40D Z -Z, +1.400 Z -Z, +1.20D+1.60L Z -Z, +1.20D+1.60L Z -Z, +1.20D+0.50L Z -Z, +1.20D+0.50L Z -Z, +1.20D Z -Z, +1.20D 0.5216 0.5216 3.259 3.259 1.326 1.326 0.4471 0.4471 1.402 1.402 0.3353 0.3353 0.2596 0.2596 0.5216 0.5216 3.259 3.259 1.326 1.326 0.4471 0.4471 +Z Bottom 0.0192 -Z Bottom 0.0192 +Z Bottom 0.0776824072048 -Z Bottom 0.0776824072048 +Z Bottom 0.0314986812379 -Z Bottom 0.0314986812379 +Z Bottom 0.0192 -Z Bottom 0.0192 +Z Bottom 0.0333014936041 -Z Bottom 0.0333014936041 +Z Bottom 0.0192 -Z Bottom 0.0192 +Z Bottom 0.0192 -Z Bottom 0.0192 -X Bottom 0.0192 +X Bottom 0.0192 -X Bottom 0.0776824072048 +X Bottom 0.0776824072048 -X Bottom 0.0314986812379 +X Bottom 0.0314986812379 -X Bottom 0.0192 +X Bottom 0.0192 Min Temp % Min Temp % Min ACI 9.6 Min ACI 9.6 Min ACI 9.6 Min ACI 9.6 Min Temp % Min Temp % Min ACI 9.6 Min ACI 9.6 Min Temp% Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min ACI 9.6 Min ACI 9.6 Min ACI 9.6 Min ACI 9.6 Min Temp % Min Temp % 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 11.038 11.038 11.038 11.038 11.038 11.038 11.038 11.038 11.038 11.038 11.038 11.038 11.038 11.038 11.038 11.038 11.038 11.038 11.038 11.038 11.038 11.038 OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK Mark Heinzig,PE Heinzig Enterprise Inc. 16909 3rd Ave SE Bothell, WA 98012 ph 425-208-6877 Heinzig@MSN.com General Footing Lic. # : KW -06004528 Project Title: Brennan HVAC 2018 Office & Mezzanine Addition Engineer. Mark Heinzig, PE Project ID: Project Descr: Description : Mezzazine Ftg at Intersection of Grid F,3 : (2 RAFTS OF REINF ea way , top & bot) Footing Flexure Flexure Axis & Load Combination Mu k -ft Printed: 19 FEB 2018, 2:41PM File = C:4uaenVlanzIDOCUME-11ENERCA-118RENNA-1,ECE ENERCALC, INC.1983-2018, BuIId:10.18.1.31, Vec10.18.1.3' Licensee : HEINZING ENTERPRISES, INC Side Tension As Req'd Gem. As Actual As in"2 Surface in"2 in"2 Phi"Mn k -ft Status Z -Z, +1.403D+0.50L Z -Z, +1.403D+0.50L Z -Z. +0.900 Z -Z, +0.90D Z -Z, +0.6968D Z -Z, +0.6968D One Way Shear 1.402 1.402 0.3353 0.3353 0.2596 0.2596 -X +X -X +X -X +X Bottom 0.0333014936041 Min ACI 9.6 Bottom 0.0333014936041 Min ACI 9.6 Bottom 0.0192 Min Temp % Bottom 0.0192 Min Temp % Bottom 0.0192 Min Temp % Bottom 0.0192 Min Temp % 0.20 0.20 0.20 0.20 0.20 0.20 11.038 11.038 11.038 11.038 11.038 11.038 OK OK OK OK OK OK Load Combination... +1.40D +1.20D+1.60L +1.200+0.50L +1.20D +1.403D+0.50L +0.900 +0.6968D Two -Way "Punching" Shear Load Combination... +1.40D +1.200+1.60L +1.20D+0.50L +1.20D +1.403D+0.50L +0.90D +0.6968D Vu -X Vu +X Vu @ -Z Vu +Z Vu:Max Phi Vn Vu 1 Phi`Vn Status 1.39 psi 1.39 psi 8.69 psi 8.69 psi 3.54 psi 3.54 psi 1.19 psi 1.19 psi 3.74 psi 3.74 psi 0.89 psi 0.89 psi 0.69 psi 0.69 psi 1.39 psi 8.69 psi 3.54 psi 1.19 psi 3.74 psi 0.89 psi 0.69 psi 1.39 psi 1.39 psi 8.69 psi 8.69 psi 3.54 psi 3.54 psi 1.19 psi 1.19 psi 3.74 psi 3.74 psi 0.89 psi 0.89 psi 0.69 psi 0.69 psi 75.00 psi 75.00 psi 75.00 psi 75.00 psi 75.00 psi 75.00 psi 75.00 psi 0.02 0.00 0.12 0.00 0.05 0.00 0.02 0.00 0.05 0.00 0.01 0.00 0.01 0.00 All units k Vu Phi*Vn Vu / Phi*Vn 5.68 psi 35.48 psi 14.43 psi 4.87 psi 15.26 psi 3.65 psi 2.83 psi 150.00psi 0.03785 150.00 psi 0.2365 150.00psi 0.09622 150.00psi 0.03244 150.00psi 0.1017 150.00psi 0.02433 150.00psi 0.01884 Status OK OK OK OK OK OK OK Mark Heinzig,PE Heinzig Enterprise Inc. 16909 3rd Ave SE Bothell, WA 98012 ph 425-208-6877 Heinzig(a.MSN.com General Footing Lic. # : KW -06004528 Project Title: Brennan HVAC 2018 Office & Mezzanine Addition Engineer. Mark Heinzig, PE Proiect ID: Project Descr: Peinled:19 FEB 2018, 2:26PM Fite = C:Ulsetslfieinz1D0CUME-1iENERCA-116RENNA-1.EC6 ENERCALC, INC 1983.2018, &aid:10.18.1.31, Vec10.18.t.31 Licensee : HEINZING ENTERPRISES, INC Description : Mezzazine Ftg at Intersection of Grid F,3.8 & intersection of Grid F,2.25: (1 RAFTS OF REINF ea way , top & bot) Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties fc : Concrete 28 day strength Rebar Yield Ec : Concrete Elastic Modulus Concrete Density cp Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. g- Min Allow % Temp Reinf. Min. Overtuming Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Sal Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X -X Axis = Length parallel to Z -Z Axis = Footing Thickness = Pedestal dimensions... px : parallel to X -X Axis pz : parallel to Z -Z Axis Height Rebar Centerline to Edge of Concrete... at Bottom of footing = Reinforcing 2.50 ksi 60.0 ksi / 2,207.60 ksi/ 1 145.5.0 pcf 0.90 / 0.750 = 0.00010 1.0:1 1.0:1 Yes Yes Yes Yes 2.750ftJj 2.750 ft % 16.0 in in in in 3.50 in Bars parallel to X -X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z -Z Axis Number of Bars Reinforcing Bar Size Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads P : Column Load OB : Overburden M-xx M-zz V -x V -z 3.0 # 4 3 # 4 n/a n/a n/a Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface Allow press. increase per foot of depth when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of depth when max. length or width is greater than x 2.0 ksf No 150.0 pcf;✓ 0.30 0.250 ft ksf ft ksf Teft(ker �- N fit- ft 1411-J Rgideleo (3).46c1F4- X,X Gwiron,tompb•1 St D 0.90 Lr L s w E H 11.630 0.10 k ksf k -ft k -ft k k Mark Heirizig,PE Heinzig Enterprise Inc. 16909 3rd Ave SE Bothell, WA 98012 ph 425-208-6877 Heinzig(rilMSN.com General Footing Lic. # : KW -06004528 Description: Project Title: Brennan HVAC 2018 Office & Mezzanine Addition Engineer. Mark Heinzig, PE Protect ID: Project Descr. Printed: 19 FEB 2018, 2:26PM File= CAUsersIbeinzIDOCUME-11ENERCA-118RENNA-1.E06 ENERCALC, INC. 19812018, Build:10.18.1.31, Ver:10.18.1.31 21 Licensee : HEINZING ENTERPRISES, INC Mena7ine Ftg at Intersection of Grid F,3.8 & intersection of Grid F,2.25: (2 RAFTS OF REINF ea way , top & bot) DESIGN SUMMARY Design OK Min. Ratio item Applied Capacity Governing Load Combination PASS PASS PASS 0.9750 n/a n/a Soil Bearing Overturning - X -X Overtuming - Z -Z PASS n/a Uplift PASS 0.2485 Z Flexure (+X) PASS 0.2485 Z Flexure (-X) PASS 0.3683 X Flexure (+Z) PASS 0.3683 X Flexure (-Z) PASS 0.1180 1 -way Shear (+X) PASS 0.1180 1 -way Shear (-X) PASS 0.1180 1 -way Shear (+Z) PASS 0.1180 1 -way Shear (-Z) PASS 0.2669 2 -way Punching Detailed Results 1.950 ksf 0.0 k -ft 0.0 k -ft 0.0 k 2.945 k-ft/ft 2.945 k-ft/ft 2.945 k-ftfft 2.945 k-ft/ft 6.853 psi 6.853 psi 6.853 psi 6.853 psi 31.010 psi 2.0 ksf 0.0 k -ft 0.0 k -ft +D+L No Overtuming No Overtuming 0.0 k No Uplift 11.853 k-ft/ft +1.20D+1.60L 11.853 k-ft/ft +1.200+1.60L 7.995 k-ft/ft +1.200+1.60L 7.995 k-ft/ft +1.20D+1.60L 58.095 psi +1.200+1.60L 58.095 psi +1.20D+1.60L 58.095 psi +1.200+1.60L 58.095 psi +1.20D+1.60L 116.190 psi +1.20D+1.60L Soil Bearing Rotation Axis & Load Combination... D 0niv 0.0deaCCW .+D+L 0.0 deo CCW +D+0.750L . 0.0 dea CCW • +0.60D . 0.0 dea CCW Overturning Stability Rotation Axis & Load Combination... Xecc Zecc Actual Soil Bearing Stress @ Location Gross Allowable (in) Bottom Left Top Left Top Right Bottom Right Actual I Allow 2.0 0.0 0.0 0.3123 0.3123 0.3123 0.3123 2.0 0.0 0.0 1.950 1.950 1.950 1.950 2.0 0.0 0.0 1.541 1.541 1.541 1.541 2.0 0.0 0.0 0.1874 0.1874 0.1874 0.1874 Ratio 0.000 0.156 0.000 0.975Y 0.000 0.771 0.000 0.094 Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overtuming Footing Flexure Flexure Axis & Load Combination Mu k -ft Side Tension Surface As Req'd Gvrn. As in"2 in"2 Actual As in"2 PhrMn k -ft Status ✓ X -X. +1.400 X -X. +1.40D X -X. +1.200+1.60L X -X. +1.20D+1.60L X -X. +1.20D+0.50L X -X. +1.20D+0.50L X -X. +1.20D X -X, +1.20D X -X, +1.403D+0.50L X -X. +1.4030-+0.50L X -X. +0.90D X -X. +0.90D X -X, +0.6968D X -X. +0.6968D Z -Z. +1.400 Z -Z. +1.40D Z -Z, +1.200+1.60L Z -Z. +1.20D+1.60L Z -Z. +1.20D+0,50L Z -Z, +1.20D+0,50L Z -Z. +1.200 Z -Z. +1.200 0.4299 0.4299 2.945 2.945 1.174 1.174 0.3685 0.3685 1.236 1.236 0.2764 0.2764 0.2140 0.2140 0.4299 0.4299 2.945 2.945 1.174 1.174 0.3685 0.3685 +Z Bottom 0.0192 -Z Bottom 0.0192 +Z Bottom 0.0703861067921 -Z Bottom 0.0703861067921 +Z Bottom 0.0279101032431 -Z Bottom 0.0279101032431 +Z Bottom 0.0192 -Z Bottom 0.0192 +Z Bottom 0.0293991780866 -Z Bottom 0.0293991780866 +Z Bottom 0.0192 -Z Bottom 0.0192 +Z Bottom 0.0192 -Z Bottom 0.0192 -X Bottom 0.0192 +X Bottom 0.0192 -X Bottom 0.0703861067921 +X Bottom 0.0703861067921 -X Bottom 0.0279101032431 +X Bottom 0.0279101032431 -X Bottom 0.0192 +X Bottom 0.0192 Min Temp % Min Temp % Min ACI 9.6 Min ACI 9.6 Min ACI 9.6 Min ACI 9.6 Min Temp % Min Temo % Min ACI 9.6 Min ACI 9.6 Min Temp % Min Temp % Min Temp % Min Temp % Min Tema % Min Temp % Min ACI 9.6 Min ACI 9.6 Min ACI 9.6 Min ACI 9.6 Min Temp % Min Temp % 0.1455 0.1455 0.1455 0.1455 0.1455 0.1455 0.1455 0.1455 0.1455 0.1455 0.1455 0.1455 0.1455 0.1455 0.2182 0.2182 0.2182 0.2182 0.2182 0.2182 0.2182 0.2182 7.995 7.995 7.995 7.995 7.995 7.995 7.995 7,995 7.995 7.995 7.995 7.995 7.995 7.995 11.853 11.853 11.853 11.853 11.853 11.853 11.853 11.853 OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK Mark Heinzig,PE Heinzig Enterprise Inc. 16909 3rd Ave SE Bothell, WA 98012 ph 425-208-6877 HeinzioRMSN.com General Footing Lic. # : KW -06004528 Description : Footing Flexure Project Title: Brennan HVAC 2018 Office & Mezzanine Addition Engineer. Mark Heinzig, PE Proiect ID: Project Descr - 23 Printed: 19 FEB 2018, 2:26PM fie = C:likers4tteAtzIDOCUME-11ENERCA-116RENNA-1.EC6 ENERCALC, INC. 1983-2018, BuIId:10.18.1.31, Ver.10.18.1.31 Licensee : HEINZING ENTERPRISES, INC Mezzazine Ftg at Intersection of Grid F,3.8 & intersection of Grid F,2.25: (2 RAFTS OF REINF ea way , top & bot) Flexure Axis & Load Combination Mu k -ft Side Tension As Req'd Gvm. As Actual As Surface in"2 inA2 in"2 PhrMn k -ft Status Z -Z, +1.403D+0.50L Z -Z, +1.403D+0.50L Z -Z. +0.900 Z -Z. +0.90D Z -Z. +0.69680 Z -Z. +0.69680 One Way Shear 1.236 1.236 0.2764 0.2764 0.2140 0.2140 -X +X -X +X -X +X Bottom 0.0293991780866 Bottom 0.0293991780866 Bottom 0.0192 Bottom 0.0192 Bottom 0.0192 Bottom 0.0192 Min ACI 9.6 Min ACI 9.6 Min Temp% Min Temp % Min Temp % Min Temp % 0.2182 0.2182 0.2182 0.2182 0.2182 0.2182 11.853 11.853 11.853 11.853 11.853 11.853 OK OK OK OK OK OK Load Combination... +1.400 +1.20D+1.60L +1.20D+0.50L +1.200 +1.403D+0.50L + 0.900 +0.6968D Two-Way'Punching" Shear Vu @ •X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu 1 Phlwn Status 1.00 psi 1.00 osi 1.00 psi 1.00 osi 1.00 psi 58.10 psi 0.02 0.00 6.85 psi 6.85 psi 6.85 psi 6.85 psi 6.85 osi 58.10 psi 0.12 0.00 2.73 osi 2.73 osi 2.73 osi 2.73 osi 2.73 osi 58.10 osi 0.05 0.00 0.86 Dsi 0.86 osi 0.86 osi 0.86 osi 0.86 psi 58.10 psi 0.01 0.00 2.88 osi 2.88 osi 2.88 osi 2.88 osi 2.88 osi 58.10 osi 0.05 0.00 0.64 psi 0.64 osi 0.64 osi 0.64 psi 0.64 osi 58.10 osi 0.01 0.00 0.50 osi 0.50 psi 0.50 osl 0.50 psi 0.50 osi 58.10 osi 0.01 0.00 All units k Load Combination... Vu +1.40D +1.200+1.60L +1.200+0.50L +1.200 +1.403D+0.50L + 0.900 +0.69680 4.53 psi 31.01 psi 12.36 DS1 3.88 osi 13.02 Dsi 2.91 osi 2.25 psi Phi*Vn 116.19psi 116.19osi 116.19osi 116.19osi 116.190si 116.19osi 116.19asi Vu 1 Phi*Vn 0.03896 0.2669 0.1064 0.0334 0.112 0.02505 0.01939 Status OK OK OK OK OK OK OK Mark Heirizig,PE Heinzig Enterprise Inc. • 16909 3rd Ave SE Bothell, WA 98012 ph 425-208-6877 Heinzigt MSN.com General Footing Lia. # : KW -06004528 Project Title: Brennan HVAC 2018 Office & Mezzanine Addition Engineer. Mark Heinzig, PE Project ID: Project Descr: Description : Mezzazine Ftg at Intersection of Grid F,3 : (( RAFTS OF REINF ea way , top & bot) Code References Printed: 19 FEB 2018. 2:32PM Fila = C:tUsersleinzlDOCLIME-11ENERCA-1\BRENNA-1.EC6 ENERCALC, INC. 1983-2018, Bukt10.18.1.31, Vec10.18.1.31 Licensee : HEINZING ENTERPRISES. INC Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density co Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overtuming Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions 2.50 ksi 60.0 ksi • 2,207.60 ksi • 145.0 pcf = 0.90 • 0.750 • 0.00010 1.0 1 1.0 1 Yes Yes Yes Yes Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface Allow press. increase per foot of depth when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of depth when max. length or width is greater than 2.0 ksf = No • 150.0 pcf 0.30 ▪ 0.250 ft 0.0 ksf 0.O ft Reerr &jii y FA rn�vj Width parallel to X -X Axis Length parallel to Z -Z Axis Footing Thickness Pedestal dimensions... px : parallel to X -X Axis = pz : parallel to Z -Z Axis Height Rebar Centerline to Edge of Concrete... at Bottom of footing = Reinforcing 3.0 ft 3.O ft 16.0 in 0.0 in 0.0 in 0.0 in 3.50 in Bars parallel to X -X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z -Z Axis Number of Bars Reinforcing Bar Size Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads P : Column Load OB : Overburden M-xx M-zz V -x V -z 3.0 # 4 3.0 # 4 n/a n/a n/a g-gf) 0.0 ksf 0.0 ft 1 D Lr L S w E H 1.126 0.0 12.620 0.0 0.0 0.0 0.0 k 0.0 0.0 0.10 0.0 0.0 0.0 0.0 ksf 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k -ft 0.O k -ft 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k 0.0 k Mark Heinzig,PE Heinzig Enterprise Inc. 16909 3rd Ave SE Bothell, WA 98012 ph 425-208-6877 HeinziqaMSN.com General Footing Project Title: Brennan HVAC 2018 Office & Mezzanine Addition Engineer: Mark Heinzig, PE Project ID: 5 Project Descx: Printed: 19 FEB 2018, 2:32PM Rie = CAUsers1heinADOCUME-11ENERCA-118RENNA-1.EC6 ENERCALC, INC.1983-2018, BuiId:10.18.1.31, Ver.10.1&1.31 Lic. # : KW -06004528 Licensee : HEINZING ENTERPRISES, INC Description : Mezzazine Ftg at Intersection of Grid F,3 : (2 RAFTS OF REINF ea way , top & bot) DESIGN SUMMARY Min. Ratio Item Applied Capacity Design OK Governing Load Combination PASS 0.9105 Soil 'Bearing 1.821 ksf PASS n/a Overturning - X -X 0.0 k -ft PASS n/a Overturning - Z -Z 0.0 k -ft 2.0 ksf +0+L 0.0 k -ft No Overtuming 0.0 k -ft No Overtuming PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2953 Z Flexure (+X) 3.259 k-ft/ft 11,038 k-ft/ft +1.200+1.60L PASS 0.2953 Z Flexure (-X) 3.259 k-ft/ft 11.038 k-ft/ft +1.200+1.60L PASS 0.2953 X Flexure (+Z) 3.259 k-ft/ft 11.038 k-ft/ft +1.200+1.60L PASS 0.2953 X Flexure (-Z) 3.259 k-ft/ft 11.038 k-ft/ft +1.200+1.60L PASS 0.1159 1 -way Shear (+X) 8.691 psi 75.0 psi +1.20D+1.60L PASS 0.1159 1 -way Shear (-X) 8.691 psi 75.0 psi +1.20D+1.60L PASS 0.1159 1 -way Shear (+Z) 8.691 psi 75,0 psi +1.20D+1.60L PASS 0.1159 1 -way Shear (-Z) 8.691 psi 75.0 psi +1.20D+1.60L PASS 0,2365 2 -way Punching 35,477 psi 150.0 psi +1.20D+1.60L Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @Location Actual 1 Allow Load Combination... Gross Allowable (in) Bottom Left Top Left Top Right Bottom Right Ratio D Only 0.000 . 0.0 deo CCW 2.0 0.0 0.0 0.3184 0.3184 0.3184 0.3184 0.159 , +0+{- 0.000 . 0.0 dea CCW 2.0 0.0 0.0 1.821 1.821 1.821 1.821 0.911 , +D+0.750L 0.000 , 0.0 deo CCW 2.0 0.0 0.0 1.445 1.445 1.445 1.445 0.723 . +0.60D 0.000 , 0.0 deo CCW 2.0 0.0 0.0 0.1911 0.1911 0.1911 0.1911 0.096 Overturning Stability Rotation Axis & Load Combination... Footing Has NO Overtuming Footing Flexure Overturning Moment Resisting Moment Stability Ratio Status Flexure Axis & Load Combination Mu Side Tension As Req'd Gvm. As Actual As Phf'Mn k -ft Surface inA2 inA2 inA2 k -ft Status X -X. +1.400 0.5216 +Z Bottom 0.0192 Min Temp % 0.20 11.038 OK X -X. +1.400 0.5216 -Z Bottom 0.0192 Min Temp % 0.20 11.038 OK X -X, +1.200+1.60L 3.259 +Z Bottom 0.0776824072048 Min ACI 9.6 0.20 11.038 OK X -X. +1.20D+1.60L 3.259 -Z Bottom 0.0776824072048 Min ACI 9.6 0.20 11.038 OK X -X. +1.200+0.50L 1.326 +Z Bottom 0.0314986812379 Min ACI 9.6 0.20 11.038 OK X -X. +1.20D+0.50L 1.326 -Z Bottom 0.0314986812379 Min ACI 9.6 0.20 11.038 OK X -X. +1.20D 0.4471 +Z Bottom 0.0192 Min Temo % 0.20 11.038 OK X -X. +1.20D 0.4471 -Z Bottom 0.0192 Min Temo % 0.20 11.038 OK X -X. +1.403D+0,50L 1.402 +Z Bottom 0.0333014936041 Min ACI 9.6 0.20 11.038 OK X -X. +1.4030+0.50L 1.402 -Z Bottom 0.0333014936041 Min ACI 9.6 0.20 11.038 OK X -X. +0.900 0.3353 +Z Bottom 0.0192 Min Temp % 0.20 11.038 OK X -X. +0.900 0.3353 -Z Bottom 0.0192 Min Temo % 0.20 11.038 OK X -X. 40.69680 0.2596 +Z Bottom 0.0192 Min Temp % 0.20 11.038 OK X -X. +0.69680 0.2596 -Z Bottom 0.0192 Min Temo % 0.20 11.038 OK Z -Z, +1.40D 0.5216 -X Bottom 0.0192 Min Temo % 0.20 11.038 OK Z -Z, +1.400 0.5216 +X Bottom 0.0192 Min Temp % 0.20 11.038 OK Z -Z, +1.200+1.60L 3.259 -X Bottom 0.0776824072048 Min ACI 9.6 0.20 11.038 OK Z -Z, +1.200+1.60L 3.259 +X Bottom 0.0776824072048 Min ACI 9.6 0.20 11.038 OK Z -Z. +1.20D+0.50L 1.326 -X Bottom 0.0314986812379 Min ACI 9.6 0.20 11.038 OK Z -Z. +1.20D+0.50L 1.326 +X Bottom 0.0314986812379 Min ACI 9.6 0.20 11.038 OK Z -Z. +1.200 0.4471 -X Bottom 0.0192 Min Temp % 0.20 11.038 OK Z -Z. +1.200 0.4471 +X Bottom 0.0192 Min Temp % 0.20 11.038 OK ' Mark Heinzig,PE Heinzig Enterprise Inc. • 16909 3rd Ave SE Bothell, WA 98012 ph 425-208-6877 HeinzigOMSN.com General Footing Lic. # : KW -06004528 Description : Footing Flexure Project Title: Brennan HVAC 2018 Office & Mezzanine Addition Engineer. Mark Heinzig, PE Project ID: Project Descx: Mezzazine Ftg at Intersection of Grid F,3 : (2 RAFTS OF REINF ea way , top & bot) Printed: 19 FEB 2018, 2:32PM File = C:IUsersle inzlDOCUME-11ENERCA-118RENNA-1.EC6 ENERCALC, INC. 1983-2018, Budd:10.18131, Ver 10.18.1.31 Licensee : HEINZING ENTERPRISES, INC "O Flexure Axis & Load Combination Mu k -ft Side Tension As Req'd Surface i02 Gvm. As Actual As inA2 inA2 PhrMn k -ft Status Z -Z. +1.403D+0.50L Z -Z. +1.403D+0.50L Z -Z. +0.90D Z -Z. +0.90D Z -Z, +0.69680 Z -Z, +0.69680 One Way Shear 1.402 1.402 0.3353 0.3353 0.2596 0.2596 -X +X -X +X -X +X Bottom 0.0333014936041 Min ACI 9.6 Bottom 0.0333014936041 Min ACI 9.6 Bottom 0.0192 Min Temp % Bottom 0.0192 Min Temp % Bottom 0.0192 Min Temp % Bottom 0.0192 Min Temp % 0.20 0.20 0.20 0.20 0.20 0.20 11.038 11.038 11.038 11.038 11.038 11.038 OK OK OK OK OK OK Load Combination... +1.400 +1.20D+1.60L +1.20D+0.50L +1.200 +1,403D+0.50L +0.900 +0.6968D Two -Way "Punching" Shear Load Combination... +1.400 +1.200+1.60L +1.200+0.50L +1.200 +1.403D+0.50L +0.900 +0.69680 Vu -X Vu @ +X Vu -Z Vu +Z Vu:Max Phi Vn Vu 1 Ph'*Vn Status 1.39 psi 1.39 psi 1.39 psi 1.39 osi 8.69 osi 8.69 Dsi 8.69 DSI 8.69 osi 3.54 osi 3.54 osi 3.54 osi 3.54 Dsi 1.19 osi 1.19 osi 1.19 Dsi 1.19 osi 3.74 Dsi 3.74 osi 3.74 osi 3.74 osi 0.89 DSI 0.89 psi 0.89 DSI 0.89 osi 0.69 DSI 0.69 Dsi 0.69 DSI 0.69 osi Vu Phi*Vn 5.68 Dsi 150.00 psi 35.48 psi 150.00osi 14.43 psi 150.00Dsi 4.87 psi 150.00Dsi 15.26 psi 150.O0psi 3.65 psi 150.O0osi 2.83 osi 150.00 osi 1.39 psi 75.00 Dsi 0.02 0.00 8.69 osi 75.00 osi 0.12 0.00 3.54 osi 75.00 osi 0.05 0.00 1.19 Dsi 75.00 DSI 0.02 0.00 3.74 psi 75.00 osi 0.05 0.00 0.89 psi 75.00 osi 0.01 0.00 0.69 Dsi 75.00 psi 0.01 0.00 All units k Vu / Phi*Vn Status 0.03785 OK 0.2365 OK 0.09622 OK 0.03244 OK 0.1017 OK 0.02433 OK 0.01884 OK Mark Heinzig, PE, MBA AE Design, Engineering, E-business Consulting 626 13th Ave. E, Suite K Seattle, WA 98102 Ph/Fax (206) 323-5901 hcmark@qwest.net Creative Designs, Practical Solutions JOB SHEET NO APO.. OF 1:1) cOIC CALCULATED BY CHECKED BY DATE SCALE 1-1)41 PF49)1. N.= ,stig ia 4 3, fr2s--,s; F,11pt2•Dr615./ •••••••• gr.-x*4 1/'1 etZ/ 3"rilav 7 11-csi ek-- 74-0.&5** Mark Heinzig,PE Heinzig Enterprise Inc. 16909 3rd Ave SE Bothell, WA 98012 ph 425-208-6877 Heinziggi/MSN.com Wood Column Lic. # : KW -06004528 Project Title: Brennan HVAC 2018 Office & Mezzanine Addition Engineer: Mark Heinzig, PE Project ID: Project Descr: Description : Mezz Support Col at (F,3): Code References Printed: 14 FEB 2018, 7:38PM File = C:Visers teinzlDOCUME-11ENERCA-11BRENNA-1.EC6 ENERCALC, INC 1983-2018, Buiid:10.18.1.31, Ver.10.18.1.31 Licensee : HEINZING ENTERPRISES, INC Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height ( Used for non -slender calculations ) Wood Species Douglas Fir - Larch Wood Grade No.1 Fb + 1200 psi Fv Fb - 1200 psi Ft Fc - Prll 1000 psi Density Fc - Perp 625 psi E : Modulus of Elasticity ... x -x Bending Basic 1600 Minimum 580 7ft 170 psi 825 psi 31.2 pcf y -y Bending Axial 1600 160 580 Applied Loads AXIAL LOADS .. . Axial Load at 7.0 ft, D =1.126, L =12.630, W = 0.0150 k DESIGN SUMMARY Wood Section Name Wood Grading/Manuf. Wood Member Type Exact Width Exact Depth Area Ix ly 4x8 Graded Lumber Sawn 3.50 in Allow Stress Modification Factors 7.250 in 25.375 i02 111.148 inM 25.904 inM Cf or Cv for Bending Cf or Cv for Compression Cf or Cv for Tension Cm : Wet Use Factor Ct : Temperature Factor Cfu : Flat Use Factor Kf : Built-up columns 0 ksi Use Cr : Repetitive ? No Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 7 ft, K = 1.0 Y -Y (depth) axis : Fully braced against buckling along Y -Y Axis Service loads entered. Load Factors will be applied for calculations. 1.30 1.050 1.20 1.0 1.0 1.0 1.0 NDS 15.3.2 Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Goveming NDS Forumla Location of max.above base At maximum location values are ... Applied Axial Applied Mx Applied My Fc : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination Results 0.8548 :1 +D+L Comp Only, fc/Fc' 0.0 ft 13.756 k 0.0 k -ft 0.0 k -ft 634.22 psi 0.0:1 +0.60D 7.0 ft 0.0 psi 272.0 psi Maximum SERVICE Lateral Load Reactions.. Top along Y -Y 0.0 k Bottom along Y -Y 0.0 k Top along X -X 0.0 k Bottom along X -X 0.0 k Maximum SERVICE Load Lateral Deflections . ,. . Along Y -Y 0.0 in at 0.0 ft above base for load combination : n/a Along X -X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses ... Bending Compression Tension Load Combination D Only +D+L +D+0.750L +D+0.60W +D -0.60W +D+0,750L+0.450W +D+0.750L-0.450W +0.60D+0.60W +0.60D -0.60W +0.60D CD 0.900 1.000 1.250 1.600 1.600 1.600 1.600 1.600 1.600 1.600 CP Maximum Axial + Bending Stress Ratios Stress Ratio Status Location Maximum Shear Ratios Stress Ratio Status Location 0.644 0.604 0.519 0.428 0.428 0.428 0.428 0.428 0.428 0.428 0.07297 0.8548 0.6134 0.06214 0.06116 0.5806 0.5799 0.03748 0.03650 0.03699 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.0 ft 0.0 PASS 7.0 ft 0.0 ft 0.0 PASS 7.0 ft 0.0 ft 0.0 PASS 7.0 ft 0.0 ft 0.0 PASS 7.0 ft 0.0ft 0.0 PASS 7.Oft 0.0 ft 0.0 PASS 7.0 ft 0.0 ft 0.0 PASS 7.0 ft 0.0 ft 0.0 PASS 7.0 ft 0.0 ft 0.0 PASS 7.0 ft 0.0 ft 0.0 PASS 7.0 ft Mark Heinzig,PE Heinzig Enterprise Inc. 16909 3rd Ave SE Bothell, WA 98012 ph 425-208-6877 Heinzigna.MSN.com Wood Column Project Title: Brennan HVAC 2018 Office & Mezzanine Addition Engineer: Mark Heinzig, PE Project ID: Project Descr: Printed: 14 FEB 2018, 7:38PM Fde = C:1UsersteinzlDOCUME-11ENERCA-118RENNA-1,EC6 ENERCALC, INC. 1983-2018, Wild:10.18.1.31, Ver.10.18.1.31 Lic. # : KW -06004528 Licensee : HEINZING ENTERPRISES, INC Description : Mezz Support Col at (F,3): Maximum Reactions Load Combination D Only 40+1. +0+0.750L +D+0.60W +D -0.60W +0+0.750L+0.450W +040.750L -0.450W +0.600+0.60W +0.600-0.60W +0.60D L Only W Only -W Note: Only non -zero reactions are listed. X -X Axis Reaction k Y -Y Axis Reaction Axial Reaction My - End Moments k -ft Mx - End Moments @ Base @ Top © Base @ Top @ Base @ Base @ Top @ Base @ Top 1.126 13.756 10.599 1.135 1.117 10.605 10.592 0.685 0.667 0.676 12.630 0.015 Maximum Deflections for Load Combinations Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only +D -PL +D+0.750L +D+0.60W +D+0.750L+0.450W +0.60D+0.60W +0.60D L Only W Only Sketches 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 4x8 3.50 in J Mark Heinzig,PE Heinzig Enterprise Inc. 16909 3rd Ave SE Bothell, WA 98012 ph 425-208-6877 Heinzig(rD_MSN.com Wood Column Lic. # : KW -06004528 Project Title: Brennan HVAC 2018 Office & Mezzanine Addition Engineer. Mark Heinzig, PE Project ID: Project Descr. Description : Mezz Support Col at (F,2.2), and at (F,3.8): ....-- Code References Printed: 14 FEB 2018, 7:49PM Fie = C:1Userslf+einzIDOCUME-11ENERCA-116RENNA-1.EC6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver.10.18.1.31 Licensee : HEINZING ENTERPRISES, INC Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height ( Used for non -slender calculations ) Wood Species Wood Grade Douglas Fir - Larch No.1 Fb + 1,200.0 psi Fb- 1,200.0 psi Fc - Pril 1,000.0 psi Fc - Perp 625.0 psi E : Modulus of Elasticity... Basic Minimum Fv Ft Density 7.0 ft 170.0 psi 825.0 psi 31.20 pcf Wood Section Name Wood Grading/Manuf. Wood Member Type Exact Width Exact Depth Area Ix ly x -x Bending y -y Bending Axial 1,600.0 1,600.0 1,600.0 ksi 580.0 580.0 Applied Loads AXIAL LOADS .. . Axial Load at 7.0 ft, D = 0.8980, L =11.630, W = 0.0150 k DESIGN SUMMARY 4x8 Graded Lumber - Sawn 3.50 in Allow Stress Modification Factors Cf or Cv for Bending Cf or Cv for Compression Cf or Cv for Tension Cm : Wet Use Factor Ct : Temperature Factor Cfu : Flat Use Factor KE: Built-up columns Use Cr : Repetitive ? Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 7.0 ft, K =1.0 Y -Y (depth) axis : Fully braced against budding along Y -Y Axis 7.250 in 25.375 in"2 111.148 in"4 25.904 in"4 1.30 1.050 1.20 1.0 1.0 1.0 1.0 NDS 15.3.2 No Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Goveming NDS Forumla Location of max.above base At maximum location values are ... Applied Axial Applied Mx Applied My Fc : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination Results 0.7785 :1 +D+L Comp Only, fc/Fc' 0.0 ft 12.528 k 0.0 k -ft 0.0 k -ft 634.22 psi 0.0:1 +0.60D 7.0 ft 0.0 psi 272.0 psi Maximum SERVICE Lateral Load Reactions . . Top along Y -Y 0.0 k Bottom along Y -Y Top along X -X 0.0 k Bottom along X -X Maximum SERVICE Load Lateral Deflections ... Along Y -Y 0.0 in at 0.0 ft above base for load combination : n/a Along X -X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses... Bending Compression 0.0 k 0.0 k Tension Load Combination D Only +D+L +D+0.750L +D+0.60W 40-0.60W +D+0.750L+0.450W +0+0.750L -0.450W +0.60D+0.60W +0.60D -0.60W +0.60D CD Cp Maximum Axial + Bending Stress Ratios Stress Ratio Status Location Maximum Shear Ratios Stress Ratio Status Location 0.900 1.000 1.250 1.600 1.600 1.600 1.600 1.600 1.600 1.600 0.644 0.604 0.519 0.428 0.428 0.428 0.428 0.428 0.428 0.428 0.05819 0.7785 0.5568 0.04966 0.04867 0.5271 0.5264 0.02999 0.02901 0.02950 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.0 ft 0.0 PASS 7.0 ft 0.0ft 0.0 PASS 7.0 ft 0.0ft 0.0 PASS 7.0ft 0.0ft 0.0 PASS 7.0 ft 0.0 ft 0.0 PASS 7.0 ft 0.0ft 0.0 PASS 7.0 ft 0.0ft 0.0 PASS 7.0 ft 0.0ft 0.0 PASS 7.0 ft 0.0 ft 0.0 PASS 7.0 ft 0.0ft 0.0 PASS 7.0 ft Mark Heinzig,PE Heinzig Enterprise Inc. 16909 3rd Ave SE Bothell, WA 98012 ph 425-208-6877 HeinziqOMSN.com Wood Column Project Title: Brennan HVAC 2018 Office & Mezzanine Addition Engineer. Mark Heinzig, PE Project ID: Project Descr. Printed: 14 FEB 2018, 7:49PM File=C:'slheinADOCUME-1\ENERCA-18BRENNA-1.EC6 ENERCALC, INC. 1983-2018, Build:10.18.1.31, Ver:10.18.1.31 39 Lic. # : KW -06004528 Licensee : HEINZING ENTERPRISES, INC Description : Mezz Support Col at (F,2.2), and at (F,3.8): Maximum Reactions Load Combination D Only +0+L +0+8.7501 +040.60W +D -0.60W +0+0.750L+0.450W +D+0.750L-0.450W +0.60D+0.60W 40.60D -0.60W +0.60D 1 Only W Only -W Note: Only non -zero reactions are listed. X -X Axis Reaction k Y -Y Axis Reaction Axial Reaction My - End Moments k -ft Mx - End Moments @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top 0.898 12.528 9.621 0.907 0.889 9.627 9.614 0.548 0.530 0.539 11.630 0.015 Maximum Deflections for Load Combinations Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only +D+L +0+8.7501 40+0.60W +040.7501+0.450W +0.60D+0.60W +0.60D L Only W Only Sketches 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft c 0 u7 N r` 4x8 3.50 in Mark Heinzig, PE, MBA AE Design, Engineering, E-business Consulting 626 13th Ave. E, Suite K Seattle, WA 98102 Ph/Fax (206) 323-5901 hcmark@qwest.net Creative Designs, Practical Solutions JOB E444,m0/ 14-144-&/ dids ua?!J' DATE 2-11 (f/zo/8� SHEET NO CALCULATED BY OF CHECKED BY DATE SCALE f„ /P. l....................... ►,e hi/ 6?)z,1. DF-314 Cin q-914 _50,0_ 404 �i� eco (T) 9i FrQf/zec)/1.1 zt• 40C 000? ' 1,01-f:Pri i4thir kik Heinzig, PE '-.m Hahaft Esallosplesm, Mom Pr PROJECT : Office & Mezz Addition: Col loc at (F,3) CLIENT : JOB NO.: DATE : PAGE: DESIGN BY : REVIEW BY : 3 Wood Post, Wall Stud, or King Stud Design Based on NDS 2015 Wall Stud at Grid D: Govems INPUT DATA DESIGN SUMMARY HEIGHT Effective Length (NDS 3.7) AXIAL LOAD LATERAL LOAD H 8 ft i -e, x -x = 8 ft, (strong axis bending) Le, y-,' 2 ft, (weak axis bending) USE 1- 2"x 6" DOUGLAS FIR -LARCH No. 3 1. CHECK VERTICAL LOADS : fb < Fb' ? 173 psi < 492 psi [Satisfactory] Pa = 118 lbs Pu = 750 Ibs 2. CHECK BENDING LOADS : fb < Ft ? Total P = 866 Ibs 346 #DIV/Ol #DIV/0! psi ##DIVlOI = 15 ptf F = 0 Ibs, at 0 ft, from bottom Max Section Max Section M = 120 ft-Ibs, at 4.00 ft from bottom V = 60 s, at top end 2 3. CHECK INTERACTION : f + 1 jfk, < 1 ? (F,f ciF,Ex F� #DIV/0! #DIV/01 1 #DIVI01 SPECIES (1 = DFL, 2 = SP, 3 = LSL, 4 = PSL) 1 DOUGLAS FIR -LARCH 4. CHECK SHEAR LOADS : f„ < F,' ? GRADE (1, 2, 3, 4, 5, or 6) 5 No. 3 18 psi < 180 psi [Satisfactory] SECTION 1 pcs, b = 1.5 in 5. MAXIMUM HORIZONTAL DEFLECTION h = 5.5 in e = 0.09 in, at 4.00 ft from bottom ( H11013 ) WET / DRY ? (1 = DRY, 2 = WET) . 1 DRY ANALYSIS COLUMN BASIC DESIGN STRESSES: COMPRESSIVE STRESS Fc = 775 psi MODULUS OF ELASTICITY E = 1400 ksi BENDING STRESS (X -Axis) Fbx = 525 psi SHEAR STRESS (X -Axis) Fv = 180 psi COLUMN PROPERTIES: STANDARD DRESSED SIZE dy = 5.00 in dx = 1.00 in AREA A = 5 in2 SECTION PROPERTIES Abt. x -x Sx = 4.17 in3 Ix = 10.42 in4 LENGTH -DEPTH RATIO Le x -x / dy = 19.2 -e y� / dx = 24.0 ADJUSTMENT FACTORS: Fbx. Fc' F,,E' DURATION (NDS 2.3.2) CD 1.00 1.00 1.00 MOISTURE FACTOR CM 1.00 1.00 1.00 1.00 TEMPERATURE FACTOR Ct 1.00 1.00 1.00 1.00 INCISING FACTOR CI 1.00 1.00 1.00 1.00 SIZE FACTOR CF FALSE 0.90 1.00 FLAT USE FACTOR Cfe COLUMN STABILITY Cp 0.705 REPETITIVE (1.15 or 1.0) Cr 1.15 BEAM STABILITY C1 #DIV/01 W F MODULUS OF ELASTICITY E',,,;,, = 510 ksi COLUMN PARAMETER c = 0.80 BEAM PARAMETER Re = 29.281 < 50 BUCKLING VALUES FcE = 728 psi Fc' = 698 psi FbE = 714 psi Ft; = 0 psi ADJUSTED PROPERTIES: MODULUS OF ELASTICITY E' = 1400 ksi AXIAL STRESS Fb. = 492 psi BENDING STRESS (X -Axis) Fbx = #DN/01 psi SHEAR STRESS Fv• = 180 psi ACTUAL STRESSES: AXIAL STRESS fc = 173.2 psi SHEAR STRESS fv = 18 psi BENDING STRESSES fbx = 345.6 psi ka PE PROJECT : Office & Men Addition: Col be at (F,3) 13ellinpulass- Inc CLIENT : Pr 42511.4111141177 JOB NO.: DATE : Wood Post, Wall Stud, or King Stud Design Based on NDS 2015 PAGE: DESIGN BY : REVIEW BY : 2 Wall Stud at Grid D: Governs INPUT DATA DESIGN SUMMARY HEIGHT Effective Length (NDS 3.7) H= Ls, x -x = Ls. ya = 7 ft 7 ft, (strong axis bending) 1 ft, (weak axis bending) USE: 1- 2" x 6" DOUGLAS FIR -LARCH No. 3 1. CHECK VERTICAL LOADS : fc < Fc' 7 173 psi < 612 psi [Satisfactory] AXIAL LOAD Pa = 116 Ibs Pu = 750 Ibs 2. CHECK BENDING LOADS : fb < Fb' 7 Total P = 866 lbs 176 BDIV/01 FDIV/01 psi #DIV/0I LATERAL LOAD w = 10 plf 3. CHECK INTERACTION : Z+ 1 'f h 51 ? F= 0 lbs, at 0 ft, from bottom (Ls.) F�(1- f clFej F'ta Max Section M = 61 ft -lbs, at 3.50 ft from bottom #DM01 #DIV/0! 1 #DIV/OI Max Section V = 35 s, at top end SPECIES (1 = DFL, 2 = SP, 3 = LSL, 4 = PSL) 1 DOUGLAS FIR -LARCH 4. CHECK SHEAR LOADS : f„ < F, ? GRADE ( 1, 2, 3, 4, 5, or 6 ) 5 _No.3 11 psi < 180 psi [Satisfactory] SECTION 1 pcs, b = 1.5 in 5. MAXIMUM HORIZONTAL DEFLECTION h =', 5.5 in e = 0.04 in, at 3.50 ft from bottom ( H/2288 ) WET / DRY ?(1 = DRY, 2=WET) 1 DRY ANALYSIS COLUMN BASIC DESIGN STRESSES; COMPRESSIVE STRESS Fc = 775 psi MODULUS OF ELASTICITY E = 1400 ksi BENDING STRESS (X -Axis) Fbx = 525 psi SHEAR STRESS (X -Axis) Fv = 180 psi COLUMN PROPERTIES: STANDARD DRESSED SIZE dy = 5.00 in dx = 1.00 in AREA A = 5 int SECTION PROPERTIES Abt. x -x Sx = 4.17 in3 Ix = 10.42 Ina LENGTH -DEPTH RATIO Le, x -x / dy = 16.8 Le yy/dx= 12.0 ADJUSTMENT FACTORS: Fbx Fc' Fv' E' DURATION (NDS 2.3.2) CD 1.00 1.00 1.00 MOISTURE FACTOR CM 1.00 1.00 1.00 1.00 TEMPERATURE FACTOR Ct 1.00 1.00 1.00 1.00 INCISING FACTOR Ci 1.00 1.00 1.00 1.00 SIZE FACTOR CF FALSE 0.90 1.00 FLAT USE FACTOR Cfu COLUMN STABILITY CF 0.877 REPETITIVE (1.15 or 1.0) Cr 1.15 BEAM STABILITY Ci #DIV/Ol IP MODULUS OF ELASTICITY E mic = 510 ksi COLUMN PARAMETER c = 0.80 BEAM PARAMETER Rs = 27.561 < 50 BUCKLING VALUES Fce = 1485 psi F� = 698 psi FbE = 806 psi Fb = 0 psi ADJUSTED PROPERTIES: MODULUS OF ELASTICITY E = 1400 ksi AXIAL STRESS = 612 psi BENDING STRESS (X -Axis) Fbx = #DIV/0t psi SHEAR STRESS = 180 psi ACTUAL STRESSES: AXIAL STRESS fc = 173.2 psi SHEAR STRESS fv = 11 psi BENDING STRESSES tbx = 176.4 psi Mark Heinzig,PE Heinzig Enterprise Inc. 16909 3rd Ave SE Bothell, WA 98012 ph 425-208-6877 Heinzig@MSN.com ASCE Seismic Base Shear Lic. # : KW -06004528 Project Title: Brennan HVAC 2018 Office & Mezzanine Addition Engineer. Mark Heinzig, PE Project ID: ' Project Descr Brennan HVAC, Wood Framed Mezzazine upon Existing Structural Slab. Printed: 16 FEB 2018, 6:35PM FNe = C:Ulserslheir¢1DOCUME-11ENERCA-188RENNA-1.ECE ENERCALC, INC.1983-2018, Build:10.18.1.31, Var.10.18.1.3. Licensee : HEINZING ENTERPRISES, INC Risk Category Calculations per ASCE 7-10 Risk Category of Building or Other Structure : "II" : All Buildings and other structures except those listed as Category 1, 111, and IV Seismic Importance Factor Gridded Ss & Slvalues ASCE-7-10 Standard Max. Ground Motions, 5% Damping : = 1.5245 g, 0.2 sec response = 0.5728 g, 1.0 sec response ss S1 Site Class, Site Coeff. and Design Category 1 ASCE 7-10, Page 2, Table 1.5-1 ASCE 7-10, Page 5, Table 1.5-2 ASCE 7-10 1t4.1 Latitude = Longitude = Location : Seattle, WA 98168 47.491 deg North 122.303 deg West Site Classification "D" : Shear Wave Velocity 600 to 1,200 ftlsec Site Coefficients Fa & Fv (using straight line interpolation from table values) Maximum Considered Earthquake Acceleration Design Spectral Acceleration Seismic Design Category Resisting System Basic Seismic Force Resisting System ... = D Fa = 1.00 Fv = 1.50 SMS = Fa *Ss = 1.525 SM1=Fv"S1 = 0.859 DS MS S D1 M1 • 1.016 • 0.573 • D S1 >= 0.75 ASCE 7-10 Table 20.3-1 ASCE 7-10 Table 11.4-1 & 11.4-2 ASCE 7-10 Eq. 11.4-1 ASCE 7-10 Eq. 11.4-2 ASCE 7-10 Eq. 11.4-3 ASCE 7-10 Eq. 11.4-4 4SCE 7-10 Table 11.6-1 & -2 ASCE 7-10 Table 12.2-1 Bearing Wall Systems Light -framed walls sheathed wlwood structural panels rated for shear resistance or steel sheets. Response Modification Coefficient " R " = 6.50 Building height Limits : System Overstrength Factor " Wo " = 2.50 Category "A & B" Limit: No Limit Deflection Amplification Factor " Cd " = 4.00 Category "C" Umit: No Limit Category "D" Limit: Limit = 65 Category "E" Limit Limit = 65 Category "F" Limit Limit = 65 NOTE! See ASCE 7-10 for all applicable footnotes. Lateral Force Procedure Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-1012.8 Determine Building Period ASCE 7-10 Section 12.8.2 Use ASCE 12.8-7 Structure Type for Building Period Calculation : All Other Structural Systems " Ct " value = 0.020 " hn " : Height from base to highest level = "x"value = 0.75 " Ta " Approximate fundernental period using Eq. 12.8-7 : "TL" : Long -period transition period per ASCE 7-10 Maps 22-12 -> 22-16 " Cs " Response Coefficient S DS Short Period Design Spectral Response " R " : Response Modification Factor " 1 " : Seismic Importance Factor 8.0 ft Ta = Ct' (hn A x) = 0.095 sec 6.000 sec Building Period " Ta " Calculated from Approximate Method selected = 1.016 From Eq. 12.8-2, Preliminary Cs = 6.50 From Eq. 12.8-3 & 12.8-4 , Cs need not exceed = 1 From Eq. 12.8-5 & 12.8-6, Cs not be less than Cs : Seismic Response Coefficient = = 0.095 sec ASCE 7-10 Section 12.8.1.1 = 0.156 • 0.926 = 0.045 • 0.1564 Seismic Base Shear ASCE 7-10 Section 12.8.1 Cs = 0.1564 from 12.8.1.1 W ( see Sum Wi below) = 18.62 k Seismic Base Shear V = Cs' W = 2.91 k Mark Heinzig,PE Heinzig Enterprise Inc. 16909 3rd Ave SE Bothell, WA 98012 ph 425-208-6877 Heinzig@MSN.com ASCE Seismic Base Shear Project Title: Brennan HVAC 2018 Office & Mezzanine Addition Engineer. Mark Heinzig, PE Project ID: Project Descx: Printed. 16 FEB 2018, 6:35PM Fae = C:lUserslheit zlDOCUME-1\ENERCA-118RENNA--1.ECf ENERCALC, INC, 1983.2016, Buid:10.18.1.31, Ver.10.18.1.3. Lic. # : KW -06004528 Licensee : HEINZING ENTERPRISES, INC Vertical Distribution of Seismic Forces " k " : hx exponent based on Ta = 1.00 Table of building Weights by Floor Level... ASCE 7-10 Section 12.8.3 Level # W : Weight Hi : Height (W ' Hi^k) Cvx Fx=Cvx ` V Sum Story Shear Sum Story Moment 18.62 Sum W = 18.62 k 8.00 Sum Wi*Hi = Diaphragm Forces : Seismic Design category "B" to "F" 148.95 1.0000 148.95 k -ft 2.91 Total Base Shear = 2.91 2.91 k Base Moment = 23.3 k -ft ASCE 7-10 12.10.1.1 0.00 Level # Wi Fi Sum Fi Sum W Fpx : Calcd Fpx : Min Fpx : Max Fpx Dsgn. F 1 18.62 2.91 2.91 18.62 2.91 3.78 7.57 3.78 Wpx Weight at level of diaphragm and other structure elements attached to it. Fi Design Lateral Force applied at the level. Sum Fi Sum of "Lat. Force" of current level plus all levels above MIN Req'd Force @ Level 0.20 * S DSI * Wpx MAX Req'd Force @ Level 0.40 * S Ds I * Wpx Fpx : Design Force @ Level Wpx * SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level ,3ce (tr1) 2110LfIL d-kpita-L MARK HEINZIG, PE, MBA Heinzig Enterprises, Inc. 16909 3rd Avenue SE Mill Creek, WA 98012 Phone (425) 208-6877 heinzig@msn.com AE Design, Engineering & Proj Management JOB Afr710/441 SHEET NO CALCULATED BY CHECKED BY DATE SCALE ilez2figameil OF DATE e,4 ;55in ................... _. --z- 'C/64 %sL60401( ° Lig -42 /af75754 S � itift5 6.4/ MARK HEINZIG, PE, MBA Heinzig Enterprises, Inc. 16909 3rd Avenue SE Mill Creek, WA 98012 Phone (425) 208-6877 heinzig@msn.com AE Design, Engineering & Proj Management JOB jfrtJdI'T)1 iii jle 24 ?-444/1 OF �38 DATE °// /'% f24 lir SHEET NO CALCULATED BY CHECKED BY DATE SCALE .......... _.................. ),7 J n9 -T 1' C(AY 1) ly. to in Wc-8 dim-- l '/2 `f )9;07 et)04 ; J ;( r f k Heinzig„ PE HAW. 6impiRk n,aranaam PROJECT : .Office and Mezz Addition CLIENT : 'Brennan HVAC JOB NO. : DATE : `2/17/2018; PAGE: DESIGN BY : MPH REVIEW BY : Shear Wall Design Based on 2015 IBC / 2016 CBC / NDS 2015 Grid D (S Elev) PW SW:Case 1: DL Resistance INPUT DATA LATERAL FORCE ON DIAPHRAGM: Vdia, WIND = 26 af,for wind, ASD Vd1a, SEISMK = 78 ' plf,for seismic, ASD GRAVITY LOADS ON THE ROOF: W01 = 124 plf,for dead load Wu. = 0 pg,for live load _ w • DIMENSIONS: Lw = 17 ft , h = 8 ft L = 17 ft, hp= 0 ft PANEL GRADE (0 or 1) = i _ 1_ .... <= Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS = 15/32 in COMMON NAIL SIZE ( 0=6d, 1=8d, 2=10d) 2 10d SPECIFIC GRAVITY OF FRAMING _ MEMBERS 0.43 i }c�`�`+-`ate EDGE STUD SECTION 1I V. . pcs,b = 2 din, h = _ 6 in T SPECIES (1 = DFL, 2 = SP) 1 DOUGLAS FIR -LARCH GRADE (1, 2, 3, 4, 5, or 6) 3 2 No. 18Btr . Lw STORY OPTION ( 1=ground level, 2=upper level) 1 _1 ground level shear wall r L w iiiiiiiiiii Va. F hp h T. THE SHEAR WALL DESIGN IS ADEQUATE. DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 10d COMMON NAILS @ 8 in O.C. BOUNDARY & ALL EDGES / 12 in O.C. FIELD, 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. (or 12 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C.) HOLD-DOWN FORCES: Tt = 0.00 k , TR = 0.00 k (HOLD-DOWN NOT REQUIRED) DRAG STRUT FORCES: F = 0.00 k EDGE STUD: 1 - 2" x 6" DOUGLAS FIR -LARCH No. 1 & Btr, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: D = 0.09 in ANALYSIS CHECK MAX SHEAR WALL DIMENSION RATIO L / B = 0.5 < b.5 1 [Satisfactory] DETERMINE REQUIRED CAPACITY vb = 78 pit, ( 1 Side Diaphragm Required, the Max. Nail Spacing = 6 in ) THE SHEAR CAPACITIES PER IBC Table 2306.3 / SDPWS-15 Table 4.3A with ASD reduction factor 2.0 Panel Grade Common Nail Min. Penetration (m) Min. Thickness (in) Blocked Nail Spacing Boundary & All Edges 6 4 3 2 Sheathing and Single -Floor 10d 1 5/8 15/32 288 428 558 716 Note: 1. The indicated shear numbers have reduced by specific gravity factor per IBC note a. 2. Since the wall is blocked, SDPW-15 Table 4.3.32 does not apply. DETERMINE DRAG STRUT FORCE: F = (L -LN,) MAX( Vdia, WIND, OVdia, sEismic) = 0.00 k (= DETERMINE MAX SPACING OF 5/8" DIA (or 1/7 DIA) ANCHOR BOLT (NDS 2015, Tab.11 E) 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. (or 1/2 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C.) THE HOLD DOWN FORCES: 3 ) (Sec. 1633.2.6) (rt & TR values should include upper level UPLIFT forces if applicable) CHECK MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3 / SDPWS-15 4.3.2) 8vah3 v� A= ABerdbg + ASh ,,+eN°i ..r0+ Ocba , splice elk,- 8v h3 + Gt +0.75hen+ hd° = 0.093 in, ASD <L. Where: vb = 78 pif , ASD Lw = 17 ft A= 16.50 1n 2 h = 8 ft t = 0.298 in e = 0.004 in, SD Pah= ve>r +0.75he" 1000G, Gt Sxe,alawade, ASD = 0.343 in E = 1.7E+06 psi [Satisfactory] (ASCE 7-10 12.8.6) G = 9.0E+04 psi Cd = 4 1 = 1 da = 0.15 in, SD ,(ASCE 7-10 Tab 12.2-1 & Tab 11.5-1) CM = 1.0 Aa = 0.02 4, (NDS 4.1.4) , (ASCE 7-10 Tab 12.12-1) CHECK EDGE STUD CAPACITY P w = 1.51 kips, (this value should include upper level DOWNWARD loads if applicable) 2 i Fc = 1550 psi CD = 1.60 Cp = 0.53 A = 8.25 in E = 1800 ksi CF = 1.10 Fc = 1451 psi > fc = 184 psi Isatisf+ctory] 35 vdia (pif) Wall Seismic at mid -story (lbs) Overtuming Moments (ft -lbs) Resisting Moments (ft -lbs) Safety Factors Net Uplift (lbs) Holddown SIMPSON SEISMIC 78 218 11447 Left 27166 0.9 Ti.= 0 Right 27166 0.9 TR = 0 WIND 26 3584 141 27166 2/3 Ti.= 0 Right 27166 2/3 TR = 0 (rt & TR values should include upper level UPLIFT forces if applicable) CHECK MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3 / SDPWS-15 4.3.2) 8vah3 v� A= ABerdbg + ASh ,,+eN°i ..r0+ Ocba , splice elk,- 8v h3 + Gt +0.75hen+ hd° = 0.093 in, ASD <L. Where: vb = 78 pif , ASD Lw = 17 ft A= 16.50 1n 2 h = 8 ft t = 0.298 in e = 0.004 in, SD Pah= ve>r +0.75he" 1000G, Gt Sxe,alawade, ASD = 0.343 in E = 1.7E+06 psi [Satisfactory] (ASCE 7-10 12.8.6) G = 9.0E+04 psi Cd = 4 1 = 1 da = 0.15 in, SD ,(ASCE 7-10 Tab 12.2-1 & Tab 11.5-1) CM = 1.0 Aa = 0.02 4, (NDS 4.1.4) , (ASCE 7-10 Tab 12.12-1) CHECK EDGE STUD CAPACITY P w = 1.51 kips, (this value should include upper level DOWNWARD loads if applicable) 2 i Fc = 1550 psi CD = 1.60 Cp = 0.53 A = 8.25 in E = 1800 ksi CF = 1.10 Fc = 1451 psi > fc = 184 psi Isatisf+ctory] 35 aril; Heirag, PE Hutt Ettrplass, 47S1111411117 PROJECT : and Mezz Addition CLIENT : :Brennan HVAC JOB NO.: : DATE : 2/1712018 PAGE: DESIGN BY : thAPH REVIEW BY : Shear Wall Design Based on 2015 IBC/ 2016 CBC 1 NDS 2015 Grid D (S Elev) PW SW:Case 2: DL+ 0.25LL Resistance INPUT DATA LATERAL FORCE ON DIAPHRAGM: Vdia, WIND = 26 pff.for wind, ASD 78 .pff,for seismic, ASD GRAVITY LOADS ON THE ROOF: WDt = 124 Iplf,for dead load Wu = 188 i pff,for live load DIMENSIONS: Lw, = 17 ft , h = 8 , ft L = ; 17 ft, hp= Oft PANEL GRADE (0 or 1) 1 4 Sheath ng and Single -Floor MINIMUM NOMINAL PANEL THICKNESS = i 15/321 in COMMON NAIL SIZE ( 0=6d, 1=8d, 2=10d) 2 10d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.43 EDGE STUD SECTION ; 1 !pcs, b = 2 �,� in , h = _ 6 in SPECIES (1 = DFL, 2 = SP) ' 14 ' DOUGLAS FIR -LARCH GRADE (1, 2, 3, 4, 5, or 6) i 2 .No..1 & Btr STORY OPTION ( 1=ground level, 2=upper level) 1 1 ' ground level shear wall Villa, SEISMIC = L W 111111,11iii V4 F hp h T. Lw THE SHEAR WALL DESIGN IS ADEQUATE. DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 10d COMMON NAILS @ 6 in O.C. BOUNDARY & ALL EDGES / 12 in O.C. FIELD, 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. (or 1/2 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C.) HOLD-DOWN FORCES: T1 = 0.00 k , TR = 0.00 k (HOLD-DOWN NOT REQUIRED) DRAG STRUT FORCES: F = 0.00 k EDGE STUD: 1 - 2" x 6" DOUGLAS FIR -LARCH No. 1 & Btr, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: e = 0.09 in ANALYSIS CHECK MAX SHEAR WALL DIMENSION RATIO L /13 = 0.5 < ?_ [Satisfactory] DETERMINE REQUIRED CAPACITY vb = 78 pit, ( 1 Side Diaphragm Required, the Max. Nail Spacing = 6 in ) THE SHEAR CAPACITIES PER IBC Table 2306.3 / SDPWS-15 Table 4.3A with ASD reduction factor 2.0 Panel Grade Common Nail Min. Penetration (in) Min. Thickness (in) Blocked Nail Spacing Boundary & All Edges 6 4 3 2 Sheathing and Single -Floor 10d 1 5/8 15/32 288 428 558 716 Note: 1. The indicated shear numbers have reduced by specific gravity factor per IBC note a. 2. Since the wall is blocked, SDPW-15 Table 4.3.3.2 does not apply. DETERMINE DRAG STRUT FORCE: F = (L -LM,) MAX( Vdia, WIND, Covdia, sEISMIc) = 0.00 k ( o = DETERMINE MAX SPACING OF 5/8" DIA (or 1/2" DIA) ANCHOR BOLT (NDS 2015, Tab.11 E) 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. (or 1/2 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C.) THE HOLD-DOWN FORCES: 3 ) (Sec. 1633.2.6) (TL & TR values should include upper level UPLIFT forces if applicable) CHECK MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3 / SDPWS-15 4.3.2) 8vbh3 Vbh _ A=ABe,db,g+Asbeo.+ANoo sip+&had epee ,rO = EALw+ Gt +0.75he + Lw 0.093 in, ASD < Where: vb = 78 plf , ASD A = 16.50 In2 t = 0.298 in 1-w = 17 ft h = 8 ft en = 0.004 in, SD vbh = vbh +0.75he„ 1000G, Gt 8xe,allowable, ASO = 0.343 in E = 1.7E+06 psi [Satisfactory] (ASCE 7-1012.8.6) G = 9.0E+04 psi Cd = 4 I = da = 0.15 in, SD CM = 1.0 (NDS 4.1.4) CHECK EDGE STUD CAPACITY P ra, = 1.51 kips, (this value should include upper level DOWNWARD loads if applicable) Fc = 1550 psi E = 1800 ksi CD = 1.60 Cr = 1.10 ,(ASCE 7-10 Tab 12.2-1 & Tab 11.5-1) Aa = 8.02 flax , (ASCE 7-10 Tab 12.12-1) .2 Cp = 0.53 A = 8.25 In Fc = 1451 psi > fc = 184 psi [Satisfactory] vdid (off) Wall Seismic at mid -story (lbs) Overturning Moments (ft -lbs) Resisting Moments (ft -lbs) Safety Factors Net Uplift (lbs) Holddown SIMPSON SEISMIC 78 218 11447 Left 27166 0.9 T1 = 0 Right 27166 0.9 TR = 0 WIND 26 3584 Left 27166 2/3 TL = 0 Right 27166 2/3 TR = 0 (TL & TR values should include upper level UPLIFT forces if applicable) CHECK MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3 / SDPWS-15 4.3.2) 8vbh3 Vbh _ A=ABe,db,g+Asbeo.+ANoo sip+&had epee ,rO = EALw+ Gt +0.75he + Lw 0.093 in, ASD < Where: vb = 78 plf , ASD A = 16.50 In2 t = 0.298 in 1-w = 17 ft h = 8 ft en = 0.004 in, SD vbh = vbh +0.75he„ 1000G, Gt 8xe,allowable, ASO = 0.343 in E = 1.7E+06 psi [Satisfactory] (ASCE 7-1012.8.6) G = 9.0E+04 psi Cd = 4 I = da = 0.15 in, SD CM = 1.0 (NDS 4.1.4) CHECK EDGE STUD CAPACITY P ra, = 1.51 kips, (this value should include upper level DOWNWARD loads if applicable) Fc = 1550 psi E = 1800 ksi CD = 1.60 Cr = 1.10 ,(ASCE 7-10 Tab 12.2-1 & Tab 11.5-1) Aa = 8.02 flax , (ASCE 7-10 Tab 12.12-1) .2 Cp = 0.53 A = 8.25 In Fc = 1451 psi > fc = 184 psi [Satisfactory] .k Heinzig, PE PROJECT : rOtfice and Metz Addition Hide Eimpleas, him CLIENT : Brennan HVAC 41/57/1114/107 JOB NO.: ° DATE : 2/17/2018 PAGE : DESIGN BY : MPH REVIEW BY : Shear Wall Design Based on 2015 IBC 1 2016 CBC / NDS 2015 Grid H (N Elev) PW SW:Case 2: DL+.25LL Resistance INPUT DATA LATERAL FORCE ON DIAPHRAGM: Vdb, WIND = 35 plf,for wind, ASD Vdia, SEISMIC =1 110 pf,for seismic, ASD GRAVITY LOADS ON THE ROOF: WDt = 116 I pl,for dead load WLL = 161plf,for live load DIMENSIONS: Lw = i 12.75 ft, h = 8 ft L = 12.75 ft, hp= 0 ft PANEL GRADE ( 0 or 1) = L 1 <= Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS = 15/32 in COMMON NAIL SIZE (0=6d, 1=8d, 2=10d) 2 10d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.43 EDGE STUD SECTION 1 1 - pcs, b = 2 in , h = I 6 it SPECIES (1 = DFL, 2 = SP) f 1 1 DOUGIAS FIR -LARCH GRADE(1,2,3,4,5,or6) i _ 2 No.1&Btr STORY OPTION ( 1=ground level, 2=upper level) 1 : ground level shear wall L W Ill�l �lll'I V� F hp h TR Lw THE SHEAR WALL DESIGN IS ADEQUATE. DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 10d COMMON NAILS @ 6 in O.C. BOUNDARY & ALL EDGES / 12 in O.C. FIELD, 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. (or 12 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C.) HOLD-DOWN FORCES: TL = 0.00 k , TR = 0.00 k (HOLD-DOWN NOT REQUIRED) DRAG STRUT FORCES: F = 0.00 k EDGE STUD: 1 - 2" x 6" DOUGLAS FIR -LARCH No. 1 & Btr, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: G = 0.13 in ANALYSIS CHECK MAX SHEAR WALL DIMENSION RATIO L / B = 0.6 4.5 ''•„: t [Satisfactory) DETERMINE REQUIRED CAPACITY vb = 110 plf, ( 1 Slide Diaphragm Required, the Max. Nail Spacing = 6 in ) THE SHEAR CAPACITIES PER IBC Table 2306.3 / SDPWS-15 Table 4.3A with ASD reduction factor 2.0 Panel Grade Common Nail Min. Penetration (in) Min. Thickness (in) Blocked Nail Spacing Boundary & All Edges 6 4 3 2 Sheathing and Single -Floor 10d 1 5/8 15/32 288 428 558 716 Note: 1. The indicated shear numbers have reduced by specific gravity factor per IBC note a. 2. Since the wall is bloated, SDPW-15 Table 4.3.3.2 does not apply. DETERMINE DRAG STRUT FORCE: F = (L -Lw) MAX( Vdia, WIND, nOVdia, SEISMIC) = 0.00 k (Oi = DETERMINE MAX SPACING OF 5/8" DIA (or 1/2" DIA) ANCHOR BOLT (NDS 2015, Tab 11 E) 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @148 in O.C. (or 1/2 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C.) THE HOLD-DOWN FORCES: 3 ) (Sec. 1633.2.6) I (r1 & TR values should include upper level UPLIFT forces if aplicabl CHECK MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3 / SDPWS-15 4.3.2) 3 vbh A=Aee,.ia8+esr-a,+AN u'10+ACro,d splice slrp = EAL Gt m.75he Lw Where: vb = 110 pH , ASD A = 16.50 in2 t = 0.298 in Lw= 13 ft h= 8 ft ea = 0.006 in, SD vl/t = vbhh+0.75hea 10036. Gt 0.127 in, ASD < bxe,albwable, ASD = 0.343 in E = 1.7E+06 psi [Satiafactory] (ASCE 7-10 12.8.6) G = 9.0E+04 psi Cd = 4 I = da = 0.15 in, SD ,(ASCE 7-10 Tab 12.2-1 & Tab 11.5-1) CM = 1.0 Aa = 0.02 haa (NDS 4.1.4) , (ASCE 7-10 Tab 12.12-1) CHECK EDGE STUD CAPACITY P = 1.38 kips, (this value should include upper level DOWNWARD loads if applicable) . Fc = 1550 psi CD = 1.60 Cp = 0.53 A = 8.25 I2 E = 1800 ksi Cp = 1.10 Fc = 1451 psi > fc = 168 psi [Satisfactory] Vdia Wali Seismic at mid -story (lbs) Overtuming Moments (ft -lbs) Resisting Moments (ft lbs) Safety Factors Net Uplift (lbs) Holddown SIMPSON SEISMIC 110 163 11841 Left 14602 0.9 TL = 0 16 ' 1 \� Y ,` \ll Right 14602 0.9 TR = 0 WIND 35 3584 Left 14602 2l3 1-1t = 0 Right 14602 2/3 TR = 0 I (r1 & TR values should include upper level UPLIFT forces if aplicabl CHECK MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3 / SDPWS-15 4.3.2) 3 vbh A=Aee,.ia8+esr-a,+AN u'10+ACro,d splice slrp = EAL Gt m.75he Lw Where: vb = 110 pH , ASD A = 16.50 in2 t = 0.298 in Lw= 13 ft h= 8 ft ea = 0.006 in, SD vl/t = vbhh+0.75hea 10036. Gt 0.127 in, ASD < bxe,albwable, ASD = 0.343 in E = 1.7E+06 psi [Satiafactory] (ASCE 7-10 12.8.6) G = 9.0E+04 psi Cd = 4 I = da = 0.15 in, SD ,(ASCE 7-10 Tab 12.2-1 & Tab 11.5-1) CM = 1.0 Aa = 0.02 haa (NDS 4.1.4) , (ASCE 7-10 Tab 12.12-1) CHECK EDGE STUD CAPACITY P = 1.38 kips, (this value should include upper level DOWNWARD loads if applicable) . Fc = 1550 psi CD = 1.60 Cp = 0.53 A = 8.25 I2 E = 1800 ksi Cp = 1.10 Fc = 1451 psi > fc = 168 psi [Satisfactory] Iiiiiiiiiii �+s PROJECT : Ofricie andMcu Addition PAGE : CLIENT : r8rennan HVAC DESIGN BY : MPH JOB NO.: r .DATE : '2117/2018 REVIEW BY : Shear Wall Design Based on 2015 IBC 12016 CBC ! NDS 2015 Grid H (N Bev) PW SW:Case 1: DL Resistance INPUT DATA L X LATERAL FORCE ON DIAPHRAGM: Vdia, WIND =' 35 t plf for wind, ASD Vdia, SEISMIC = I 110 pft,for seismic, ASO GRAVITY LOADS ON THE ROOF: W[ 1 =1 116 plf,for dead load W11 =' 0 I plf.for live load DIMENSIONS: Lw= 12.75 Tft, h = ' 8' •ft r I L = 12.75 ft, hp= 0 'ft PANEL GRADE (0 or 1) = L _1 , <= Sheathing and Single -Floor MINIMUM NOMINAL PANEL. THICKNESS = y 15/32 in COMMON NAIL SIZE (0=6d, 1=8d, 2=10d) 2 110d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.43 EDGE STUD SECTION L 1 pcs, b = .2_ d in , h = 6 N in SPECIES (1 = DFL, 2 = SP) [ 1 _ . DOUGLAS FIR -LARCH GRADE ( 1, 2, 3, 4, 5, or 6 ) L 2 No: 1&Btr STORY OPTION (1gmund level, 2=upper level) I _ 1_ '- ground level shear wall W V. F hp h V. T. Lw THE SHEAR WALL DESIGN IS ADEQUATE. DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 10d COMMON NAILS 6 in O.C. BOUNDARY & ALL EDGES / 12 in O.C. FIELD, 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. (or 1/2 in DIA x 10 in LONG ANCHOR BOLTS (03 48 in O.C.) HOLD-DOWN FORCES: TL = 0.00 k , Tp = 0.00 k (HOLD-DOWN NOT REQUIRED) DRAG STRUT FORCES: F = 0.00 k EDGE STUD: 1 - 2" x 6" DOUGLAS FIR -LARCH No. 1 & Btr, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: e = 0.13 in ANALYSIS CHECK MAX SHEAR WALL DIMENSION RATIO L / B = 0.6 [Satisfactory] DETERMINE REQUIRED CAPACITYvb = 110 plf, ( 1 Side Diaphragm Required, the Max. Nail Spacing = 6 in ) THE SHEAR CAPACITIES PER IBC Table 2306.3 / SDPWS-15 Table 4.3A with ASD reduction factor 2.0 Panel Grade Common Nail Min. Penetration (m) Min. Thickness (in) Blocked Nail Spacing Boundary & All Edges 6 4 3 2 Sheathing and Single -Floor 10d 1 5/8 15/32 288 428 558 716 Note: 1. The indicated shear numbers have reduced by specific gravity factor per IBC note a. 2. Since the wall is blocked, SDPW-15 Table 4.3.3.2 does not apply. DETERMINE DRAG STRUT FORCE: F = (L -L) MAX( Vdia, WIND, °OVdia SEISMIC) = 0.00 k (Q0 = DETERMINE MAX SPACING OF 5/8" DIA (or 1/2" DIA) ANCHOR BOLT (NDS 2015, Tab.11 E) 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. (or 1/2 in DIA. x 10 in LONG ANCHOR BOLTS ( 48 in O.C.) THE HOLD-DOWN FORCES: 3 ) (Sec. 1633.2.6) (TL & TR values should include upper level UPLIFT forces if applicable) CHECK MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3 / SDPWS-15 4.3.2) 3 = A8a,ding+esker+ANap sr� bd +AC,spice sit, = 8vah ± v -h +0.75hen+ fade = EALw Gt 0.127 in, ASD < Lw ,aaowable, ASD = 0.343 in Where: vb = 110 plf , ASD L„ = 13 ft E = 1.7E+06 psi [Satisfactory] (ASCE 7-10 12.8.6) A = 16.50 inz h = 8 ft G = 9.0E+04 psi Cd = 4 I = 1 t = 0.298 in en = 0.006 in, SD da = 0.15 in, SD ,(ASCE 7-10 Tab 12.2-1 & Tab 11.5-1) vbh _v CM= 1.0 ea= 0.02 h. "-h+0.75hee 1000G" Gt (NDS 4.1.4) , (ASCE 7-10 Tab 12.12-1) CHECK EDGE STUD CAPACITY P = 1..38 kips, (this value should include upper level DOWNWARD loads if applicable) Fc = 1550 psi CD = 1.60 Cp = 0.53 A = 8.25 in2 E = 1800 ksi Cr = 1.10 Fc = 1451 psi 3 fc = 168 psi vdia (plf) Wall Seismic at mid -story (lbs) Overtuming Moments (ft -lbs) Resisting Moments (ft -lbs) Safety Factors Net Uplift (lbs) Holddown SIMPSO? SEISMIC 110 163 11841 Left 14602 0.9 TE = 0 v.,I Right 14602 0.9 TR = 0 WIND 35 3584 Left 14602 2/3 T1 = 0 Right 14602 2/3 TR = 0 (TL & TR values should include upper level UPLIFT forces if applicable) CHECK MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3 / SDPWS-15 4.3.2) 3 = A8a,ding+esker+ANap sr� bd +AC,spice sit, = 8vah ± v -h +0.75hen+ fade = EALw Gt 0.127 in, ASD < Lw ,aaowable, ASD = 0.343 in Where: vb = 110 plf , ASD L„ = 13 ft E = 1.7E+06 psi [Satisfactory] (ASCE 7-10 12.8.6) A = 16.50 inz h = 8 ft G = 9.0E+04 psi Cd = 4 I = 1 t = 0.298 in en = 0.006 in, SD da = 0.15 in, SD ,(ASCE 7-10 Tab 12.2-1 & Tab 11.5-1) vbh _v CM= 1.0 ea= 0.02 h. "-h+0.75hee 1000G" Gt (NDS 4.1.4) , (ASCE 7-10 Tab 12.12-1) CHECK EDGE STUD CAPACITY P = 1..38 kips, (this value should include upper level DOWNWARD loads if applicable) Fc = 1550 psi CD = 1.60 Cp = 0.53 A = 8.25 in2 E = 1800 ksi Cr = 1.10 Fc = 1451 psi 3 fc = 168 psi art Heinzig, PE Rim 6.Iat P11142141141/117 PROJECT :;Office anciMeuaiine Addition CLIENT : Brennan HVAC JOB NO.: DATE : ,2/182018 PAGE: DESIGN BY : "MPH REVIEW BY : Shear Wall Design Based on 2015 IBC 12018 CBC / NDS 2015 Grid 3.8 Shearwall: Case 2: DL & .25LL resistance INPUT DATA LATERAL FORCE ON DIAPHRAGM: GRAVITY LOADS ON THE ROOF: Vdia, WIND = Vdia, SEISMIC = Wpb _. 18 plf,for wend, ASO 60 plf,for seisrrlic, ASO 69 plf,for dead bad Wu_ = 63 plf,for live load DIMENSIONS: Lw = 22.33 ft , h = 6 ft L = 22.33 ft , hp = 0 ft PANEL GRADE (0 or 1) = 1 <= Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS = 15/32 in COMMON NAIL SIZE (0=6d, 1=8d, 2=10d) 1 8d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 2 pcs, b = 2 in , h = 6 in SPECIES (1 = DFL, 2 = SP) 1 DOUGLAS FIR -LARCH GRADE (1, 2, 3, 4, 5, or 6) 3 No. 1 STORY OPTION ( 1=ground level, 2=upper level) 1 ground level shear wall L W a hp h T. Lw THE SHEAR WALL DESIGN IS ADEQUATE. DESIGN SUMMARY BLOCKED 15/32 SHIEATHING WITH 8d COMMON NAILS © 6 in O.C. BOUNDARY & ALL EDGES / 12 in O.C. FIELD, 5/8 in DIA. x 10 in LONG ANCHOR BOLTS (d 48 in O.C. (or 1/2 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C.) HOLD-DOWN FORCES: TL = 0.00 k , TR = 0.00 k (HOLD-DOWN NOT REQUIRED) DRAG STRUT FORCES: F = 0.00 k EDGE STUD: 2 - 2" x 6" DOUGLAS FIR -LARCH No. 1, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: e = 0.07 in ANALYSIS CHECK MAX SHEAR WALL DIMENSION RAT1O L / B = 0.4 < i;:: [Satisfactory] DETERMINE REQUIRED CAPACITY vb = 60 plf, ( 1 Side Diaphragm Required, the Max. Nail Spacing = 6 in ) THE SHEAR CAPACfTIES PER IBC Table 2306.3 / SDPWS-15 Table 4.3A with ASD reduction factor 2.0 Panel Grade Common Nail Min. Penetration (in) Min. Thickness (in) Blocked Nail Sparing Boundary & All Edges 6 4 3 2 Sheathing and Single -Floor 8d 1 1/2 15/32 260 380 490 640 Note: 1. The indicated shear numbers have reduced by specific gravity factor per IBC note a. 2. Since the wall is blocked, SDPW-15 Table 4.3.3.2 does not apply. DETERMINE DRAG STRUT FORCE: F = (L -Lw) MAX( Vdia, WIND. 0.0Vdia, SEISMIC ) = 0.00 k (= DETERMINE MAX SPACING OF 5/8" DIA (or 12" DIA) ANCHOR BOLT (NDS 2015, Tab.11 E) 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. (or 1/2 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C.) THE HOLD-DOWN FORCES: 1 ) (Sec. 1633.2.6) (rt & TR values should include upper level UPLIFT forces if applicable) CHECK MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3 / SDPWS-15 4.32) hd83 A= ABe,JNg+As/m,+AN°d b ,io+OC,a splice ,Si,� EA�w+ +®.75he°+ = 0.071 in, Aso < 8Xe,aWwabie, ASD = 0.343 in Where: vb = 60 pff , ASD Lw = 22 ft E = 1.7E+06 psi [Satisfactory] (ASCE 7-10 12.8.6) A = 16.50 int h = 8 ft G = 9.0E+04 psi Cd = 4 I = 1 t = 0.298 in en = 0.003 in, SD da = 0.15 in, SD ,(ASCE 7-10 Tab 12.2-1 & Tab 11.5-1) vd _ v5h+0.75he„ CM = 1.0 Aa = 0.02 h 1000G° GI (NDS 4.1.4) (ASCE 7-10 Tab 12.12-1) CHECK EDGE STUD CAPACITY P = 1.34 kips, (this value should include upper level DOWNWARD bads if applicable) , Fc = 1500 psi Cp = 1.60 Cp = 0.52 A = 16.5 In2 E = 1700 ksi Cp = 1.10 Fc = 1374 psi > fc = 81 psi [Satisfactory] 3 adj. (p8) Wall Seismic at mid -story (ms) Overturning Moments (ft -lbs) Resisting Moments (ft -lbs) Safety Factors Net Uplift Llbs) Hotddown SIMPSON SEISMIC 60 286 11824 Left 33159 0.9 1-1 = 0 Right 33159 0.9 TR = 0 WIND 18 3212 Left 33159 2/3 1-1 = 0 Right 33159 2/3 TR = 0 (rt & TR values should include upper level UPLIFT forces if applicable) CHECK MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3 / SDPWS-15 4.32) hd83 A= ABe,JNg+As/m,+AN°d b ,io+OC,a splice ,Si,� EA�w+ +®.75he°+ = 0.071 in, Aso < 8Xe,aWwabie, ASD = 0.343 in Where: vb = 60 pff , ASD Lw = 22 ft E = 1.7E+06 psi [Satisfactory] (ASCE 7-10 12.8.6) A = 16.50 int h = 8 ft G = 9.0E+04 psi Cd = 4 I = 1 t = 0.298 in en = 0.003 in, SD da = 0.15 in, SD ,(ASCE 7-10 Tab 12.2-1 & Tab 11.5-1) vd _ v5h+0.75he„ CM = 1.0 Aa = 0.02 h 1000G° GI (NDS 4.1.4) (ASCE 7-10 Tab 12.12-1) CHECK EDGE STUD CAPACITY P = 1.34 kips, (this value should include upper level DOWNWARD bads if applicable) , Fc = 1500 psi Cp = 1.60 Cp = 0.52 A = 16.5 In2 E = 1700 ksi Cp = 1.10 Fc = 1374 psi > fc = 81 psi [Satisfactory] 3 Muir Heinzig, PE Heide 6Mwptioa. fig Ph 425411411/7 PROJECT : .Office and Meaazirae Addifiorl CLIENT : ;Berman HVAC JOB NO.: i - DATE : 12/1812018 PAGE : } - DESIGN BY : MPH REVIEW BY : 1 Shear Wall Design Based on 2015 IBC / 2016 CBC I NDS 2015 Grid 3.8 Shearwall: Case 1: DL resistance only INPUT DATA LATERAL FORCE ON DIAPHRAGM: Vola, WIND = GRAVITY LOADS ON THE ROOF: DIMENSIONS: Lw = L= PANEL GRADE (O or 1) = %dia, SEISMIC = 18 pif,for wind, ASD 60 'plf,for seismic, ASD W01 = 69 plf,for dead load ,- _ Wu 22.33 ft, h = 0 i plf,for live load 8 ft 22.33ft, hp= l 0 'lift 1 _ ; <= Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS = i 15(32 in �d COMMON NAIL SIZE ( 0, 1=8d, 2=10d) 1 t 8d SPECIFIC GRAVITY OF FRAMINGMEMBERS 1 0.5 1 EDGE STUD SECTION _ 2 � pcs,bb =_r _ _2 1 in , h = 1- 6_ I SPECIES (1 = DFL, 2 = SP) f 1 DOUGLAS FIR -LARCH GRADE ( 1, 2, 3, 4, 5, or 6 ) 1__ 3_ No; STORY OPTION ( 1=ground level, 2=upper level) 1 l ground level shear wall L w ylw t va d F hp h V, T, Lw THE SHEAR WALL DESIGN IS ADEQUATE. DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 8d COMMON NAILS @ 6 in O.C. BOUNDARY & ALL EDGES / 12 in O.C. FIELD, 5/8 In DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. (or 1/2 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C.) HOLD-DOWN FORCES: Tt = 0.00 k , TR = 0.00 k DRAG STRUT FORCES: F = 0.00 k EDGE STUD: 2 - 2" x 6" DOUGLAS FIR -LARCH No. 1, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: e = 0.07 in ANALYSIS CHECK MAX SHEAR WALL DIMENSION RATIO DETERMINE REQUIRED CAPACITY vb = L / B = 0.4 60 p8, 1 (HOLD-DOWN NOT REQUIRED) [3,5 1[Satisfactory] Side Diaphragm Required, the Max. Nail Spacing = 6 in ) THE SHEAR CAPACITIES PER IBC Table 2308.31 SDPWS-15 Table 4.3A with ASD reduction factor 2.0 Panel Grade Common Nail Min. Penetration (in) Min. Thickness (m) Blodked Nail Spacing Boundary & All Edges 6 4 3 2 Sheathing and Single -Flow 8d 1 12 15/32 260 380 490 640 Note: 1. The indicated shear numbers have reduced by specific gravity factor per IBC note a. 2. Since the wall is blocked, SDPW-15 Table 4.3.3.2 does not apply. DETERMINE DRAG STRUT FORCE: F = (L -Lw) MAX( Vdia, WIND/ i2oVdia SEISMIC) = 0.00 k (uZ, = DETERMINE MAX SPACING OF 5/8" DIA (or 1/2" DIA) ANCHOR BOLT (NDS 2015, Tab.11E) 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. (or 1/2 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C.) THE HOLD-DOWN FORCES: 1 ) (Sec. 1633.2.6) (Tt & TR values should include upper level UPLIFT forces if applicable) CHECK MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3 / SDPWS-15 4.3.2) A=Aherding+ ASh r+ ANNII..r0+ AChord splice d0 _8Vbh' +vbh- + 0.75he„+hda = 0.071 in, ASD < EAL„, Gt L. 8xe,aIowable, ASD = 0.343 in Where:vb = 60 E = 1.7E+06 psi [Satisfactory] (ASCE 7-10 12.8.6) A = 16.50 G = 9.0E+04 psi Cd = 4 1 = 1 t = 0.298 in da = 0.15 in, SD ,(ASCE 7-10 Tab 12.2-1 & Tab 11.5-1) plf , ASD mi2 Lw = 22 ft h = 8 ft en = 0.003 in, SD vt%I = vbhh+0.75he" 1000G" Gt CM = 1.0 Aa = 0.02 h= (NDS 4.1.4) , (ASCE 7-10 Tab 12.12-1) CHECK EDGE STUD CAPACITY P = 1.34 kips, (this value should include upper level DOWNWARD loads if applicable) Fc = 1500 psi CD = 1.60 0.52 E = 1700 ksi CF = 1.10 1374 psi Cp = = A= 16.5 In2 > fo = 81 psi [Satisfactory] 1L/ vcba (ptf) Wall Seismic at mid -story (lbs) Overturning Moments (ft -lbs) Resisting Moments (ft -lbs) Safety Factors Net Up(lft (lbs) Holddown SIMPSON SEISMIC 60 286 11824 Left 33159 0.9 T1 = 0 4 Right 33159 0.9 T5 = 0 WIND 18 3212 Left 33159 2/3 1-1 = 0 Right 33159 2/3 Tx = 0 (Tt & TR values should include upper level UPLIFT forces if applicable) CHECK MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3 / SDPWS-15 4.3.2) A=Aherding+ ASh r+ ANNII..r0+ AChord splice d0 _8Vbh' +vbh- + 0.75he„+hda = 0.071 in, ASD < EAL„, Gt L. 8xe,aIowable, ASD = 0.343 in Where:vb = 60 E = 1.7E+06 psi [Satisfactory] (ASCE 7-10 12.8.6) A = 16.50 G = 9.0E+04 psi Cd = 4 1 = 1 t = 0.298 in da = 0.15 in, SD ,(ASCE 7-10 Tab 12.2-1 & Tab 11.5-1) plf , ASD mi2 Lw = 22 ft h = 8 ft en = 0.003 in, SD vt%I = vbhh+0.75he" 1000G" Gt CM = 1.0 Aa = 0.02 h= (NDS 4.1.4) , (ASCE 7-10 Tab 12.12-1) CHECK EDGE STUD CAPACITY P = 1.34 kips, (this value should include upper level DOWNWARD loads if applicable) Fc = 1500 psi CD = 1.60 0.52 E = 1700 ksi CF = 1.10 1374 psi Cp = = A= 16.5 In2 > fo = 81 psi [Satisfactory] 1L/ MARK HEINZIG, PE, MBA Heinzig Enterprises, Inc. 16909 3rd Avenue SE Mill Creek, WA 98012 Phone (425) 208-6877 heinzig@msn.com AE Design, Engineering & Proj Management JOB lef/AAJA/1( /Mt//ide°2,AW-4/19 SHEET NO OF DATE Z r CALCULATED BY CHECKED BY DATE SCALE *****vr 11A e 1 1417- - 47.41i t 0 p. 01_, • o474 -}c 404034)( ,37wkoiec, cro -4,‘I t Zz,f2J:i 8,172- MARK HEINZIG, PE, MBA Heinzig Enterprises, Inc. 16909 3rd Avenue SE Mill Creek, WA 98012 Phone (425) 208-6877 heinzig@msn.com AE Design, Engineering & Proj Management JOB gaildha //a&ML*��'"�///// r �Fb SHEET NO OF CALCULATED BY CHECKED BY DATE SCALE Apt DATE af/I7N rjejLic ; A 'I•45 e/24/W.. v�0�p1 141 Wfs to A,: )(to 494,7•Fr Ofx ................. :............ ;-75))14! 8) 17 ) c-cm),A-voi ;11/ o �f hf, ffrmleivz-- J 6ts ie okcii 40,r44, -t.) tioAlx £vI k PE PROJECT : ;Office and Mezz Addition Him Eis Iiss, SIG CLIENT : ;Brennan HVAC FhR JOB NO.: DATE : PAGE : DESIGN BY : ;MPH REVIEW BY : Wood Diaphragm Design Based on NDS 2015 Mezzazine Diaphragm Analysis: Seismic, Wind Loading INPUT DATA LATERAL FORCE ALONG L SIDE: WL WIND = 40 pIt ASD WL, sasMc _ 118 plf, ASD LATERAL FORCE ALONG B SIDE: We WIND = y 40 plf, ASD WB, SEISMIC = 131 pH, ASD DIMENSIONS: L = 22.44 ft , B = 20.14 ft Bt= 12.75 ft, B2= 3 ft PANEL GRADE ( 0 or 1) = 1 <= Sheathing and Single -Floor MINIMUM NOMINAL FRAMING WITH (2 or 3) = 2 in MINIMUM NOMINAL PANEL THICKNESS = 23/32 in ND COMMON NAIL SIZE (0=6d, 1=8d, 2=10d) 2 10d 44) SPECIFIC GRAVITY OF FRAMING MEMBERS 0.43 0 U FRAMING OF Douglas -Fir -Larch OR Southern Pine ? Yes DESIGN SUMMARY Al: A2: A3: (1)- 22.44 ftx 20.14ft UNBLOCKED 19/32 SHEATHING WITH 10d COMMON NAILS @ 6" O.C. ALL EDGES / 12"O.CFIELD. THE CHORD FORCES: TL = CL = 0.37 k , THE DRAG STRUT FORCES: F1 = -0.44 k , THE MAXIMUM DIAPHRAGM DEFLECTION: TB L Case 1 tt1111}}11t1 Wi A, A = 0.83 in 05 ANALYSIS THE DIAPHRAGM IS CONSIDER FLEXIBLE IF ITS MAXIMUM LATERAL DEFORMATION IS MORE THAN TWO TIMES THE AVERAGE SHEAR WALL DEFLECTION OF THE ASSOCIATED STORY. WITHOUT FURTHER CALCULATIONS, ASSUME A FLEXIBLE DIAPHRAGM HERE. FROM THE TABLE 3.1 IN ASD MANUAL SUPP 01, PAGE SP -12, THE PANELBENDING STRENGTH CAPACITY IS 645 in-lbs/ft, THAT IS THE DIAPHRAGM CAN RESISTS 108 psf GRAVITY LOADS (DL+LL) AT 2.-0" o.c. SPACING SUPPORTS. THE MAX DIAPHRAGM DIMENSION RATIO THE MAX SHEAR FORCE ALONG B SIDE THE MAX SHEAR FORCE ALONG L SIDE THE ALLOWABLE SHEAR FORCE FOR CASE 1 @ 6 in NAIL SPACING THE MAX ALLOWABLE UNBLOCKED SHEAR FORCE FOR CASE 1 L / B = 1.1 < 3, [satisfactory] vi = 66 pif, ( Boundary Spacing = 6 in, Edges ReqD = 6 in ) vB = 59 plf, ( Required Boundary/Edges Nail Spacing for Case 3 = 6 in ) v1 = 320 pif, L1 = 11.2 ft v1 = 285 plf, L2 = 11.2 ft THE SHEAR CAPACITIES PER IBC Table 2306.2.1 / SDPWS-15 Table 4.2A with ASD reduction factor 2.0 : Panel Grade Common Nail Min. Penetration (in) Min. Thickness (in) Member Width (in) Blocked Nail Spacing Boundary / Other Edges Unblocked 6 / 6 4 / 6 2.5 / 4 2 / 3 Case 1 Others Sheathing and Single -Floor 10d 1 5/8 19/32 2 320 425 640 730 285 215 Note: The indicated shear numbers have reduced by specific gravity factor per SDPWS-15 Table 4.2A note 2. THE CHORD FORCES: THE DRAG STRUT FORCES: TL=CL=(wLL2)/(8B) = 0.37 k TB=CB=(wBB2)/(8L) = F� = 0.5 (B -2B1) MAX( V1, WIND. 120v1, s€swc) = -0.44 k F2= B2 MAX( v1. wn+0, 0.ovk, S8SM1C ) = 0.49 k THE MAXIMUM DIAPHRAGM DEFLECTION: (IBC 2305.2.2 , / SDPWS-15 4.2.2) 5VLL3 E(Dor) A = ABerda,g +Asea. + ANail 3t0 + Acini splice slgo = BEAR + 4Gt + v.188Le„ + 2B Where: v1 = 66 pif A 16.50 in` t = 0.445 in,(UBC97 Page3-420) L= 22 ft 6 = 20 ft en = 0.006 in, SD 0.30 k 0.0 = 2.5 (ASCE 7-05 Table 12.2-1) 0.827 in, ASD E = 1.7E+06 psi G = 9.0E+04 psi,(UBC97 Page3-421) E(Ddx) = 45.00 in, SD CM = 1.0 Note: The deflection, e, above is based on completely blocked. For unblocked diaphragm, 2.4e should be used. I MINIMUM DESIGN LOADS Table 12.2-1 Design Coefficients and Factors for Seismic Force -Resisting Systems Structural System Limitations Including ASCE 7 Structural Height, h„ (ft) Section Limits` Where Response Detailing Modification Deflection Seismic Design Category Requirements Coefficient, Overstrength Amplification Seismic Force -Resisting System Are Specified R° Factor, Do` Factor, Cdb B C Dd Ed F` ERRING WALL SYSTEMS pedal reinforced concrete shear 14.2 5 2% 5 NL NL 160 160 100 walls'•'" Ordinary reinforced concrete shear 14.2 4 2r 4 NL NL NP NP NP walls' Detailed plain concrete shear walls' 14.2 2 2' 2 NL NP NP NP NP Ordinary plain concrete shear walls' 14.2 1' 21 11 NL NP NP NP NP Intermediate precast shear walls' 14.2 4 2' 4 NL NL 40k 40k 40k Ordinary precast shear walls' 14.2 3 21 3 NL NP NP NP NP Special reinforced masonry shear walls 14.4 5 21/2 31 NL NL 160 160 100 Intermediate reinforced masonry shear 14.4 31 21/2 2'A NL NL NP NP NP walls Ordinary reinforced masonry shear 14.4 2 21/2 13/4 NL 160 NP NP NP walls Detailed plain masonry shear walls 14.4 2 21 1% NL NP NP NP NP Ordinary plain masonry shear walls 14.4 11 21/2 1% NL NP NP NP NP Prestressed masonry shear walls 14.4 112 21 1% NL NP NP NP NP Ordinary reinforced AAC masonry 14.4 2 2% 2 NL 35 NP NP NP shear walls Ordinary plain AAC masonry shear 14.4 1% 2% 1% NL NP NP NP NP walls Light -frame (wood) walls sheathed 14.1 and 14.b 6'/;. 3 _ �� NL NL 65 65 65 with wood structural panels rated for if shear resistance or steel sheets 6. Light -frame (cold -formed steel) walls 14.1 6% 3 4 NL NL 65 65 65 sheathed with wood structural panels rated for shear resistance or steel sheets 17. Light -frame walls with shear panels of 14.1 and 14.5 2 2' 2 NL NL 35 NP NP all other materials 18. Light -frame (cold -formed steel) wall 14.1 4 2 3% NL NL 65 65 65 systems using flat strap bracing B. BUILDING FRAME SYSTEMS 1. Steel eccentrically braced frames 14.1 8 2 4 NL NL 160 160 100 2. Steel special concentrically braced 14.1 6 2 5 NL NL 160 160 100 frames 3. Steel ordinary concentrically braced 14.1 31 2 3' NL NL 35' 35' NP' frames Continued 73 Sand Sawn Joist H9npors�,r, FACE MOUNT HANGERS - SOLID SAWN LUMBER (SPF/HF) a -sse products are available with additional corrosion protection. Additional products on -!s page may also be available with this option, check with Simpson Strong -Ile for details. SIMPSON Strong -Tie These products are approved for installation with the Strong -Drive SD Structural -Connector screw. See page 27 for more information. Joist Sizew Model No. Ga Dimensions Min/ Max Fasteners SPF/HF Allowable Loads 8-100 H g Header Joist UpliftFloor (100) I Snow (115) Roof (125) 1Dd 16d (160) 10d 16d 10d 16d 10d 16d .2x12 . / LUS210 18 1%6 7% 13/4 — 8-100 - _._4-100 1005 1145 — 1305 — 1415 ' — LU210 20 1116 7'31e 11/2 — 10-10d 10-160 6-100x11 730 995 1190 1140 1360 1230 1470 U210 16 1%6 71%6 2 — 10-100 10-160 6-100x1'/2 960 1045 1240 1185 1405 1275 1445 LUC21iZ 18 1316 7% 1%. 10-100 10-160 6-10dx11/2 945 1020 1?10 1160 1380 1250 1490 HU212 14 1316 9 2'/. — — 1 10-160 6-10dx11/2 980 — C.1280 — 1445 — i 1555 HUS210 16 1% 9 3 — — 30-160 10-160 2580 — 3150 — 3315 — , 5 DBL 2x12 LUS210-2 18 31/6 9 2 — — 8-160 6-16d 1500 — 1565 — 1785 — 1935 U210-2 16 31/2 812 2 — 14-100 14-160 6-10d 960 1465 1735 1660 1965 1790 2120 LUS214-2 18 31/2 10154e 2 — — 10-16d 6-16d 1500 — 1805 — ' 2065 — 2235 HUS210-2 14 31/2 9316 2 — — 8-160 i 8-16d 2820 — 1820 — 2070 — 2240 HUS212-2 14 3'/e 10% 2 — — 10-160 10-160 3125 — 2275 — 2590 — 2795 HU212 2/HUC212 2 14 316 105116 21/2 Min — 16-160 6-100 980 — 2050 - i — ; 2315 ' — 2490 14 3'/6 10516 21/2 Max — 22-160 10-100 1635 — 2820 1 — 3180 — ' 3425 f TPL 2x12 LUS210-3 18 45/6 8316 2 — — 8-160 6-160 1500 — 1565 1 — 1785 — 1935 HU212-3/HUC212 3 14 4"/6 10516 21/2 Min — 16-160 6-100 980 — 2050 ' — 1 2315 — 1 2490 14 41Ye 103,6 21/2 Max — 22-160 10-100 1635 — 2820 — 3180 — 3425 U210-3 16 4% 7% 2 — 14-100 14-160 6-100 960 1465 1735 1660 1965 1790 2120 1 2x14 LUS210 18 1516 71316 134 — 8-100 — 4-100 1005 1145 — 1305 — 1415 — LU210 20 1518 713/46 13/4 — ' 10-10d 10-160 6-10dx11/2 730 995 1190 1140 1360 1230 1470 U210 16 1516 7'316 2 — 10-10d 10-160 6-100x1' 960 1045 1240 1185 1405 1275 1445 HU214 14 1916 101/2 21% — — 12-160 6-10dx11/2 980 — 1540 1 — 1735 — 1865 U214 16 1516 10 2 — 12-100 12-160 8-10dx11/2 960 1255 1485 1420 1685 1445 1820 DBL 2x14 U210-2 16 314 8% 2 — 14-10d 14-16d 6-100 960 1 1465 1735 1660 1 1965 1790 2120 LUS214-2 18 3% 101516 2 — — 10-160 6-160 1500 — 1805 — ' 2065 — ; 2235 HUS212-2 14 31/4 10% 2 — — 10-160 10-160 3125 — 2275 1 — 2590 1 — 2795 HU212 2/HUC212-2 14 3'/6 10%6 21/2 Min — 16-16d 6-100 980 — 2050 — 2315 ' — 2490 14 3'% 103116 2/ Max — 22-160 10-100 1635 — 2820 — 1 3180 1 3425 HU214-2/HUC214 2 14 3'% 121%6 21/2 Min — 18-160 8-100 1310 — 2305 — 2605 — i 2800 14 31/2 12131s 21/2 Max — 24-16d 12-100 1965 — 3075 — 3470 — 3735 TPL 2x14 U210-3 16 4% 7% 2 — 14-100 14-160 6-100 960 1465 1735 1660 1965 1790 2120 HU214-3/HUC214 3 14 411/6 121/16 21 Min — 18-16d 8-100 1310 — 2305 — 2605 — 2800 14 41/,e 12'/16 21/2 Max — 24-160 12-100 1735 — 3075 — 3470 — 3735 2x16 U214 16 1316 10 2 — 12-100 12-160 8-100x11/2 960 ! 1255 1485 1420 1685 1445 1820 HU214 14 1516 10'% 2'% — — 12-160 6-100x11/2 980 1 — 1540 — i 1735 — 1865 HU216 14 1346 121316 2% — — 18-160 8-10dx11/2 1310— 2305 — . 2415 — 2490 DBL 2x16 HUS212-2 14 3'16 10% 2 — — 10-16d 10-160 3125' — 2275 — 2590 — 2795_ HU216 2/HUC216 2 14 314 131/4 2'/2 Min — 20-160 8-100 1310 — ' 2565 1 — 2895 — 3110 14 3'/e 13% 21/2 Max — 26-16d 12-100 1735 — 3330 , — 3760 — 4045 TPL 2x16 HU216 3/HUC216 3 14 411/16 131/4 21/2 Min — 20-16d 8-100 1310 — 2565 — 2895 — ' 3110 14 41146 13% 212 Max — 26-160 12-100 1735 — 3330 1 — 3760 1 — 4045 3x4 U34 16 2516 33% 2 — 4-10d 4-16d 2-10dx11/2 230 ' 420 495 475 560 510 605 HU34 14 2311s 3% 212 — — 4-160 2-10dx11/2 325 1 — 515 1 — 580 — ! 620 3x6 U36 16 2316 5% 2 — 8-10d 8-16d 4-100x1'12 500 835 990 1 950 1125 1020 1210 LUS36 18 2316 51,4 2 — — 4-160 4-16d 1000 1 — 880 I — 1010 1 — 1090 HU36 14 2%6 5% 21 — — 8-16d 4-10dx11/2 525 j — 1025 — 1155 — 1245 3x8 U36 16 2516 5% 2 — 8-10d 8-160 4-10dx11/2 500 835 990 950 1 1125 1020 1210 HU38 14 231e 7% 21 — — 10-160 4-100x11/2 525 — 1280 — 1 1445 — 1555 3x10 U310 16 2%6 8% 2 — 14-10d 14-16d 6-10dx11/2 960 1465 1735 1660 1965 j 1790 2120 LUS310 18 2118 7'% 2 — — 6-16d 4-16d 1000 — 1 1125 —1285 • — ; 1390 HU310 14 231e 8/ 21 — — 14-160 6-100x112 790 — 1795 — f 2025 — 2180 3x12 U310 16 2%6 8% 2 — 14-10d 14-16d 6-100x112 960 1465 1735 1660 1 1965 1790 I 2120 HU312 14 2%6 10% 21/4 — — 16-160 6-100x11/2 790 — 2050 — 2315 i — ; 2490 3x14 U314 16 2%s 10% 2 — 16-100 16-160 6-10dx11/2 960 1675 _; 1980 j 1895 j 2245 12045 , 2425 4 • Column caps provide a high-capacity connection for column -beam combinations. This design uses Simpson Strong -Tie Strong -Drive SDS screws to provide faster installation and provides a greater net section area of the column compared to bolts. The SDS screws provide for a lower profile compared to standard through bolts. MATERIAL: CCQ3, ECCQ3, CCQ4, CCQ4.62, ECCQ4, ECCQ4.62, CCQ6, ECCQ6-7 gauge; all others -3 gauge FINISH: Simpson Strong -Tie"' gray paint, available in HDG; CCOQ and ECCOQ-no coating INSTALLATION: • Install Simpson Strong -Tie SDS '/; x2'/Z" wood screws, which are provided with the column cap. (Lag screws will not achieve the same load.) • CCOQ and ECCOQ column cap only (no straps) may be ordered for field -welding to pipe or other columns. Dimensions are same as CCQ and ECCQ. • For rough cut lumber sizes, provide dimensions. An optional W2 dimension may be specified with any column size given. (Note that the W2 dimension on straps rotated 90° is limited by the Wt dimension.) OPTIONS: • For end conditions, specify ECCQ. • Straps may be rotated 90° where Wi >_ W2 and for CCQ5-6. CODES: See page 13 for Code Reference Key Chart. These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong -Tie for details. ECCQ468082.5 Optional CCQ with straps rotated 90" - Model No. Beam Width T Dimensions 1 No. op Allowable Loads (DF/SP) Code Ref. CCOQ Ll No. (No Leps) W, W2 ; ISOS'/."x2'fi" L i H 1 Screws Uplift CCO ECCQ Down Uplift Down CCQ ECCQ Beam Post (160) (100) (160) (100) CCQ3-4SDS2.5 3' 31/2 3% 11 81/2 7 ( 16 14 5680 16980 3695 6125 112 CCOQ3-SDS2.5 _CCQ3-6SDS2.5 31/4 3/ . 51/2 11 81/2 71 16 14 5680 19250 3695 9625 _CCQ44SDS2.5 4x 3% 3% 11 8'/2 7 16 14 5680 19020 ' r _ r 7655,;L4, CCOQ4-SDS2.5 • CCO46SDS2„5,�4x �3%e 51/2 11 81z i 7 16 14 714455 24065 12030F11 CCQ48SDS2.5 4x 3% 7'k ` � 8'/ 4 7 16 14 7145 24065 4040 16405 C-004.62-3.62SDS 4% 4% 3% 11 81/2 7 16 14 Mit) 19020 4040 76s 170 CCOQ4.62-SDS2.5 - CCQ4.62-4.62SDS 412 4% 4%' 11 81/2 7 16 14 5680 24450 4040 9845 CCQ4.62-5.50SDS 412 4% 51/2 11 812 7 16 14 7145 28585 4040 12030 [ CC05-4S0S2.5 51/4 51/2 3% 11 81/2 7 16 14 5680 26635 4040 10045 112, L4 F11 CCOQ5-SDS2.5 i CCQ5-6SDS2.5 518 51/2 51/2 11 81/2 7 16 14 7245 28190 5535 15785 CC05-8S0S2.5 51/2 51/2 71/2 11 81/2 7 16 14 7245 31570 5535 21525 CCQ64SDS2.5 6x 1 51/2 3% 11 812 7 16 14 5680 28585 4040 12030 CCOQ6-SDS2.5 CC06_6SDS2.5 i 6x , 51/2 51/2 11 81/2 7 16 14 7145 30250 4040 18905 CCQ68SDS2.5 6x :512 71/2 11 81/2 7 16 14 7145 37815 4040 25780 CCQ6-7.13S0S2.5 6x ' 512 7% 11 812 7 16 14 7145 37815 4040 24490 160 CCQ74SDS2.5 6% 6% 3% 11 81/2 7 16 14 5680 33490 4040 13230 112, L4, F11 CCOQ7 SDS2.5 CCQ76SDS2.5 6% 62/ 51/2 11 81/2 7 16 14 7245 37125 5535 20790 CCQ77SDS2.5 6% ' 6% 6' 11 81/2 7 16 14 7245 41580 5535 25515 , CCQ78SDS2.5 6% . 61/4 71 11 81/2 7 16 14 7245 41580 5535 28350 CCQ7.1-4SDS2.5 7 71/e 3% 11 812 7 16 14 5680 34730 4040 18375 160 CCOQ7.1-SDS2.5 CCQ7.1-6SDS2.5 7 71/e 51/2 11 81/2 7 16 , 14 7245 38500 5535 28875 CCQ7.1-7.15D52.5 7 7'/ 7A 11 81/2 7 16 14 7245 57750 5535 36750 CC07.1-8S0S2.5 7 718 71/2 11 812 7 16 14 7245 52500 5535 39375 CCQ86SDS2.5 ' 8x 1712 512 11 81/2 7 16 14 7245 41250 5535 25780 CCOQ8-SDS2.5 CC088SDS2.5 1 8x ' 712 71/2 11 81/2 7 16 14 7245 51565 5535 35155 CCQ96SDS2.5 81 818 51/2 11 812 7 16 14 7245 48125 5535 26950 CCOQ9-SDS2.5 CC098SDS2.5 8% 878 7/ 11 81/2 7 16 14 7245 53900 5535 36750 _CCQ106SDS2.5 10x 9'/z 514 11 8'/z 7 16 14 7245 52250 5535 32655 CCOQ10 SDS2.5 1. Uplift loads have been increased for wind or earthquake with no further increase allowed; reduce where other loads govem. 2. Down loads may not be increased for short-term loading and shall not exceed the post capacity. See pages 226-227 for common post allowable loads. 3. Uplift Toads do not apply to splice conditions. 4. Spliced conditions must be detailed by the Designer to transfer tension loads between spliced members by means other than the column cap. 5. Column sides are assumed to lie in the same vertical plane as the beam sides. CCQ4.62 models assume a minimum 3W wide post. 6. Structural composite lumber columns have sides that show either the wide face or the edges of the lumber strands/veneers. Values in the tables reflect installation into the wide face. See technical bulletin T-SCLCOLUMN for values on the narrow face (edge) (see page 232 for details). 7. ECCQ uses 14 -SDS screws into the beam and 14 -SDS screws into the post. 8. Beam depth must be a minimum 7". 9. For 5/ engineered lumber. use CCO 6X or ECCQ 6X models. 10. CCOQ welded to steel column will achieve same Toad as CCQ. Steel column width shall not be less than beam width. Weld by Designer. CCOQ4-SDS2.5 Typical CCQ46SDS2.5 Installation CCOQ Installation on Steel Column 63 FACE MOUNT HANGERS HU/HUC/HUCQ/HGUS GluIam Beam & Double Shear Joist Hangers See Hanger Options on pages 216-217 for hanger modifications, which may result in reduced loads. HU/HUC-Most models have triangle and round holes. To achieve maximum loads, fill both round and triangle holes with common nails. HGUS--Face mount hanger used for high load applications. All hangers in this series have double shear nailing. This patented innovation distributes the load through two points on each joist nail for greater strength. It also allows the use of fewer nails, faster installation, and the use of common nails for all connections. HUCQ-Heavy duty joist hangers that incorporate Simpson Strong -Tie° Strong Drive® SDS wood screws. MATERIAL: See tables FINISH: Galvanized. Some products available in ZMAX's coating; see Corrosion Information, page 14-15. INSTALLATION: • Use all specified fasteners. See General Notes. • HU/HUC-can be installed filling round holes only, or filling round and triangle holes for maximum values. • HGUS-Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. • HUCQ-Install Simpson Strong -Tie SDS /"x2W wood screws (provided) in all round holes. Lag screws will not achieve the same load. • With 3x carrying members, use 16(x2'/2" (0.162" dia. x 21/2" long) nails into the header and 16d commons Into the joist with no load reduction. With 2x carrying members, use 10dx11/2" (0.148"•dia. x 11/2long) nails into the header and 10d commons into the joist, and reduce the load to 0.64 of the table value. • For installations to masonry or concrete, see page 161. OPTIONS: • HU hangers available with the header flanges turned in for 2s/e" and larger widths, with no Toad reduction -order HUC hanger. • See Hanger Options on pages 216-217, for sloped and/or skewed HU models, and HUC (concealed flange) models. • Concealed flanges are not available for HGUS. • Other sizes available; contact Simpson Strong Tie. • See also HUS series. • HUCQ hangers cannot be modified. CODES: See page 13 for Code Reference Key Chart. Double - Shear Nailing Top View Double -Shear Nailing Side View Do not bend tab SIMPSON Strong -Tie HUC210-2 11U5.125/12 Concealed Flanges (HUCQ similar) HU Mn. Nailing - Hn round holes HU Max. Nailing - N I round and triangle holes HU210-2 1t/" HGUS3.25/12 Dome Double -Shear Nailing Side View (available on some models) U.S. Patent 5,603,580 Carried Member Width 3'/o GLULAM 3' GLULAM Model No. HU210-2/HUC210-2 HU212-2/HUC212-2 H U3.25/10.5/HH UC 3.25110.5_ HU3.25/12/HUC3.25/12 HU216-2/HUC216-2 53.25/12 HU410 HU414 HHUS410 _ _ I-IGUS410 HGUS414 I HU310-2/HUC310-2 Ga 14 12 Dimensions (In.) Min/ W H 8 Max Fasteners Face Joist 3'/e 8% 2'h Min 31/4 8% 2'/z Max 31/4 109/45 21/2 Min 3Y 109/8 21/2 Max_ 31/4 101/4 213 - 31/4 113/4 2'h - 31/2 131/2 21 Min 3W 131/4 21/4 M_ ax 3'/n 810 4 I - 4 34/16 81/4 21/4 Max 14 3'14„ 12'/, 21/4 Max 24-16d 12-10d 2015 3570 4030 4335 31/2 9 3 - 30-16d__.}- 10-16(1 3735 ,5635 6380 _6880 4835 5480_ 12 3/ 91/4 . 4 --J 46-16(1- L _16-16d 4095__. 91(30 9100 9100 7825 7825_ 3!:� 12/4, 4 - 66-16tl L 22-16d 5515 10100 10100 10100 8685 8685 8685 51/4 J 8114 21/4 - 1 14-16(1 i r -ina - 111A 1r107,tre, — — Projection seat on most models for maximum bearing and section economy. Typical HU Installation Model configurations may differ from those shown. Some HU models do not have triangle holes. Contact Simpson Strong -Tie for details. Allowable Loads DF/SP Species Header SPF/HF Species Header Uplift Floor Snow Roof Floor Snow Roof 16111062 _121_1100) (1151 1125) 14-16d 6-10d 1135 2085 2350 25301795 2025 2180 _ 18-16d 10-10d 1895 2680 3020 3250 2305 2605 2800 -- --- - 2050 2315 2490 2820 3180 3425- 16-16d 6-10d 1135 2380 2685 2890 22-16d 10-10d 1895 3275 3695 3970 22-16d 10-10d 1895 3275 3695 3970 24-16d 12-10d 2015 3570 4030 4335 Code Ref. 19, F6, L17 2820 3180 3425 19 3075 3470 3735 - 20-16d 8-10d 1515 2975 3360 3610 2565 2895 3110 19, F6, 26-16d 1 -10d 20 : 1 4365 4695 3330 3760 4045 L17 - — - 9100 9100 78-23.-A-26- 7825 - 19, F23 - _ 00 9600 9600 8255 8255. 8255 18-16d 10-10d 1895 2680 3020 3250 2305 2605 2800 - - - - - - - - - - - _ - - 3075 3470 3735 J _ _ 5910 7825 17,19. L12. F8 STANDARD 23-2 1997 UNIFORM BUILDING CODE TABLE 23.2 -11 -FACE PUES OF DIFFERENT SPECIES GROUP THAN INNER PUES (Includes all standard grades except those noted In Table 23-2-1) STRESS APPLIED PARALLEL TO FACE GRAIN STRESS APPLIED PERPENDICULAR TO FACE GRAIN NOMINAL THICSNESS (Inaba) APPROXIMATE WEIGHT (p) EFFECTIVE THICKNESS FOR SHEAR (Incites) A Area (In 2A1.) /Moment of (?)R.) KS EN. Sadion Modes (Ie?M.) Rolli f Shear � Co nt pein.) A Area (Ne.2Rt.) /Moment Media (WM.) Malabo S h GLIM) Shear Roill Can 011.2M-1 x 25.4 for mon x 4.862 ter kg/at x 25.4 for mm x 2.117 for rr{gfor x 1865.6 for x 53.78 tor x en= Ien12 x nt2nam x� x 5$;nam � x2.117 6 1lnsandel Panel 5/16-U 3/8-U 1.0 1.1 0.268 0.278 1.491 1.866 0.022 0.037 0.112 0.154 2.569 3.110 0.660 0.799 0.001 0.002 0.023 0.031 4.497 15/32 and 112-U 19/32 and 3/8-1j /32 and 3/4-U /8-U 1-U 11/8-U Sanded 1.5 1.8 2.2 2.6 3.0 3.3 0.29 0.319 0.445 0.607 0.842 0.859 2.292 2.330 3.247 3.509 3.916 4.725 0.074 0.146 0.227 0.340 0.493 0.676 0.247 0.355 0.496 0.678 0.859 1.047 3.921 5.273 6.544 7.175 9.244 9.960 1.007 1.354 1.563 1.950 3.611 3.079 0.004 0.010 0.033 0.112 0.210 0.288 0.051 0.091 0.208 0.397 0.660 0.768 5.444 2.450 3.126 3.613 5.097 7.115 8.821 Panel 1/4-5 11/32-S 3/8-S 15/32-5 1/2-5 19/32_5 5/8-S 23/32-5 3/4-S 7/8-S 1-S 11/8-5 Tach 0.8 1.0 1.1 1.4 1.5 1.7 1.8 2.1 2.2 2.6 3.0 3.3 0.267 0.284 0.288 0.421 0.425 0.546 0.550 0.563 0.568 0.586 0.817 0.836 0.996 0.996 1.307 1.947 1.947 2.423 2.475 2.822 2.884 2.942 3.721 3.854 0.008 0.019 0.027 0.066 0.077 0.115 0.129 0.179 0.197 0.278 0.423 0.548 0.059 0.093 0.125 0.214 0.236 0.315 0339 0.389 0.412 0.515 0.664 0.820 2.010 2.765 3.088 4.113 4.466 5.471 5.824 6.717 7.121 8.182 8.882 9.883 0.348 0.417 0.626 1.251 1.409 1.389 1.528 1.737 2.084 2.841 3.163 3.180 0.001 0.001 0.002 0.006 0.009 0.021 0.027 0.050 0.063 0.122 0.185 0.271 0.009 0.016 0.023 0.067 0.087 0.137 0.164 0.231 0.285 0.470 0.591 0.744 2.019. 2.589 3.5104 2.83 3. 2.86 3.11 3.8 4.0 5. 7. 8.4 -sanded Parols 1/2-T 19/32 and 5/8-T 23/32 and 3/4-T 11/8-T 1.5 1.8 2.2 3.3 0.342 0.408 0.439 0.839 2.698 2.354 2.715 4.548 0.083 0.122 0.196 0.633 0.271 0.291 0.398 0.977 4.252 5.350 6.589 11.258 1.159 1.555 2.014 4.067 0.006 0.017 0.032 0.272 0.061 0.138 0.219 0.743 2. 3. 3 8 Ear `, 4�\ Con - ,t%' 41 Coast Construction Co. 652 S. W. 143rd P. 0. Box 66479 Seattle, WA 98166 Attention: Subject: Gentlemen: 1)Geotechnica1 Engineering and Geology 12893 N.E. 15th Place, Bellevue, Washington 98005/Phone (206) 455-2018 August 12, 1977 Mr. Bill Buchanan Soil and Foundation Investigation Blue Heron Office and Warehouse 4601 South 134th Street Tukwila, Washington E-350 In accordance with your request, we have completed our soil and foundation investigation for the subject site in Tukwila, Washington. A description of our investigation and site conditions, together with the indicated recommenda- tions are presented in this report. Results of our study indicate that the presence of soft peat and loose fill deposits make it necessary to utilize a pile supported foundation system. PROJECT DESCRIPTION The proposed 6500 square foot office and warehouse is to be located in Tukwila, Washington. The site is bounded on the northeast by 134th Street, an existing warehouse on the south and an alley on the west. The project involves the construction of a single -story building with pre- cast concrete tilt -up panels and wood frame walls, with concrete slab -on -grade. The anticipated building loads will be on the order of 2000 pounds per lineal foot, dead plus live loads, and maximum column loads on the order of 30 kips. At the time of our investigation, the proposed building was as outlined on the Site Plan, Plate 1. The building location is as specified in the plans dated April 5, 1977, by Howard Dong Associates. FIELD INVESTIGATION AND LABORATORY TESTING To explore the subsurface conditions at the site, two borings were drilled with the maximum depth of exploration to 25 feet below the exisitng grade, Borings were drilled in the area of the proposed building as shown on the Site Coast Construction Co. August 12, 1977 E-350 Page two Plan. Borings were drilled using a truck -mounted, hydraulically -operated drill rig to advance the hollow stem auger which provided the hole support during the sampling operation. In each boring, Standard Penetration Tests were performed at selected intervals. The Standard Penetration Test consists of driving a 2 -inch 0. D. split spoon sampler 18 inches with a 140 -pound hammer free falling a distance of 30 inches. The number of blows required to drive the sampler the last 12 inches is termed the "Standard Penetration Resistance" (N) and is an approximate measure of the in situ relative density or consistency of a soil. These resist- ance values (N) are listed on the individual boring logs. In addition, a 2,5 -inch I. D. ring sampler was employed to obtain relatively undisturbed samples for inspection and testing. Blow counts for this sampler were converted to correspond to the Standard Penetration Test (N) values and are also listed on the boring logs. Samples obtained from the split spoon and ring sampler were placed in con- tainers or wrapped carefully after being classified in the field and returned to our laboratory for further classification and testing. Our field investigation was continously monitored by an engineering geolo- gist from our office who classified the soils encountered, maintained a log of all borings and made detailed site observations. These boring logs are present- ed on Plates 2 and 3. To evaluate the settlement characteristics of the soft peat found in the upper site soils, a consolidation test was performed. Results of this test are illustrated on Plate 4, Consolidation Test Data. To aid in classification of the encountered site soils grain size analyses were run. The results of this test are shown on Plate 5, Grain Size Analysis. Moisture and dry density determ- inations are presented on the individual boring logs at the appropriate sample depth. SITE CONDITIONS Surface Conditions The proposed building will be sited on an approximate 130 by 133 foot benched northeast facing lot. The benches parallel to South 134th Street are composed of old and new fill materials. The lot has been stripped and cleared. Construction materials were placed on or about the site. Subsurface Conditions The subsurface exploration indicates that the site is immediately under- lain by 6 to 6-1/2 feet of loose to medium dense, silty, gravelly sand fill material. We understand that a portion of this fill has been recently placed. This fill is underlain by brown, soft, organic silt and peat extending to 54, Coast Construction Co. August 12, 1977 E-350 Page three between 13-1/2 to 20 feet below the existing grade, Below these soft, organic sediments is a dense to very dense, gravelly, silty sand (glacial Till) which was encountered to the depths explored by our borings. The Till deposits are found deeper at the northern side of the building site. Ground water was encounterd at 6-1/2 feet in Boring No, 1 and 7-1/2 feet in Boring No. 2. Ground water was flowing at about 4,1/2 feet in an open excavation on the site. DISCUSSION AND RECOMMENDATIONS General Our subsurface exploration has revealed the presence of 8 to 14 feet of soft, compressible soils beneath the site that are not capable of supporting the proposed building on conventional, shallow foundations without excessive settlements. Based on the results of our field investigation, laboratory testing and. engineering analyses, it is our opinion that the proposed warehouse and office foundations and slabs should be supe rted on piles bearing in the dense soils ranging from 14 to 20 feet below the existing surface. Pile Foundations We believe that pressure treated timber piles will be the most practical method for foundation support, A pile capacity analyses has been performed for a timber pile with a minimum tip circumference of 22 inches (7 -inch diameter). The total capacity of this pile has been determined to be 30 tons. This does not include a reduction for downdrag forces which will be discussed later in this report. The design pile capacity should be 25 tons for dead plus live loads. The pile will derive its support almost entirely by end bearing in the dense, gravelly, silty sand. Pile capacity in this material, will be developed after approximately 3 to 5 feet of penetration into the underlying firm natural soils. Piles driven to end bearing in this dense to very dense, gravelly, silty sand may be designed for 100 percent load carrying capacity regardless of .whether a single pile or pile group is utilized, Where more than one pile is used, we recommend a minimum center to center distance of at least 30 inches. Settlements of piles driven to end bearing in the dense, gravelly, silty sands will vary from approximately 1/4 inch for a single pile to about 1/2 inch for a two -pile cluster. These settlements should occur immediately after applica, tion of load. Downdrag Forces Negative friction of downdrag loads will be imposed on both types of piles due to the settlements of the softer upper soils where fills have been placed Coast Construction Co. August 12, 1977 E-350 Page four over them. As these materials settle, they will move downward relative to the piles and will impose downward acting loads on the piles. .The amount of down - drag loads imposed on any pile is primarily a function of three factors; 1) the fractional resistance which may be developed between the soils and the pile, 2) the amounts of fill above the compressible stratum, and 3) the thick- ness of the consolidating stratum. At the time of our field investigation, we suggested that markers be placed on the site to evaluate the settlement of the fill which is due to the compression of the soft soils. As of August 10th, a maximum of 1-3/4 inches of settlement has occured. The settlement occurring prior to driving of the piles will reduce future downdrag forces on the pile. We have taken this fact into consideration on evaluating downdrag forces, The settlement markers should be monitored during the construction phase, Based on the use of 7 -inch tip timber piles, we therefore conclude the maximum downdrag load which may be imposed on these piles is 5 tons. This value has been computed for a single pile, It is our opinion that this value essentially represents the maximum value of downdrag which can be imposed on a pile under any set of circumstances at this site. We do not feel that an increase in downdrag loads per pile should be applied to piles in clusters. Pile Driving We recommend that all piles at this site be driven with a pile driver with a minimum rated capacity of 15,000 foot/pounds of energy per blow. Piles should be driven to refusal in the dense materials found at depth beneath the site. We recommend that driving refusal for this size hammer be considered as 32 blows for the last foot of penetration, assuming a total pile capacity of 30 tons. The pile driving operation should be performed under the supervision of the Soils Engineer to assure that proper penetration has been attained and to make field decisions regarding the pile capacities, LIMITATIONS The materials encountered on the project site and utilized in our inves- tigation are believed representative of the total area; however, soil conditions may vary in characteristics between boring locations. Since our investigation is based on the site materials observed, selective laboratory testing and engineering analyses, the conclusions and recommendations are professional opinions. These opinions have been derived in accordance with current standards of practice and no warranty is expressed or implied. Should encountered conditions or design parameters change, this firm should be contacted for instructions prior to proceeding, Coast Construction Co. August 12, 1977 E-350 Page five We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report, please feel free to call, The following Plates are included and complete this report: Plate 1 Site Plan Plates 2 and 3 Boring Logs Plate 4 Consolidation Test Data Plate 5 Grain Size Analysis Respectfully submitted, EARTH CONSULTANTS, INC. DKW/RSL/dw cc: Spike Lai Dave K, Wintermute g Geologist Rober S. Levinson, P. E. Chief Engineer 5Y — _ FUTURE EXPANSION EXISTING BUILDING` B I PROPOSED BUILDING DB2 PARKING Landscaped Area South 134th Street 65B I BORING LOCATION SCAL E I" = 20' Earth Consultants Inc. GEOTECHNICAL ENGINEERING & GEOLOGY Work Order 354 PLATE 1 BORING NO.I ELEVATION Graph US CS SM ML Soil Description Tan, silty, gravelly SAND to sandy SILT, loose, moist, wet. Depth (ft.) 5 - Brown PEAT, soft, wet with wood chunks, • SM Gray, gravelly, silty SAND, dense to very dense, moist. (Till) —10 — 15 — 20 Sample 7/22/77 T (N) Blows/ Ft. 18 5 2 10 42 52 Wn (%) 8 20 114 22 14 8 Ery Density (pcf) 112.0 110.1 11.6 104.3 Boring terminated at 25 feet on 7/22/77. Driving Energy: 140 lb. Weight Dropping 30 inches W. 0. No. E-350 Earth Consultants DI ATC 9 • SM OL SM BORING NO.2 Soil Description Brown, silty SAND with gravel, loose, moist. (Fill) Black organic, sandy SILT, very loose, wet. Brown PEAT, soft, wet. Gray, gravelly, silty SAND, medium dense, wet. Boring terminated at 25 feet on 7/22/77. Depth (ft.) — 5 10 — 15 Driving Energy: 140 ib. Weight Dropping 30 inches W. 0. No. E-350 20 ELEVATION Sample 1 I 7/22/77 T (NY Blows/ Ft. 3 18 4 2 1 17 Wn (%) 325 29 Dry Density (bcf) 16.6 Earth Consultants bl PILiTFA bz 5 10 15 20 C225 a 30 Q 35 6 40 45 50 55 .01 CONSOLIDATION TEST DATA 0.1 PRESSURE (TSF) 1.0 10 KEY BORING DEPTH USC SOIL DESCRIPTION LIQUID PLASTIC MOISTURE DRY LIMIT LIMIT BEFORE AFTER DENSITY 1 8-10 Pt PEAT 114.0 11.6 W O E-350 EARTH CONSULTANTS DI A TD d 0 10o• 00 t�.1111111111111111111111111111111111111 °° .00 1111111111111111111111111111111111111111111111111111111111111111111 11111111111111111111111111111111111111111111111111 1111111111111 t�. 111111111111111111111111111111111111111111111111 1111111111111111110111011111111111111111111 000' 10 Z0' Z 0' t0• .0.i0' PO' 0' �o 0oz 90 to• 1• Ool K W r 09 s O � t' J � OY �. J aIUUiIII1iIi1iI1JI U z E t Z N N N 0Z • W Y W � � .� to 1 •'_ •1- 3 CI N 01 Z N O 109 >Q_�0rInC7 N�Wt=Qi1�1i•.1 Ill111/■iiiiii/iiiiiiiiiiii ■iii i iN II z VI z ar : �1 1 0t z ar I- 1. CV h c c u s W t 00 r- N ~ 001 N • f J 0 0 PER CENT COARSER BY WEIGHT 2 • 01 CO M CC N 0 Z1 8 PER CENT FINER BY WEIGHT EARTH 0 m O m 2 o o U m r- 1 GRAIN SIZE ANALYSIS E-350 CONSULTANTS 11/1/2018 City of Tukwila Department of Community Development ZANE FRITTERER 4006 42ND AVE SW SEATTLE, WA 98116 RE: Permit No. D18-0047 BRENNAN HEATING & AC 4601 S.134TH PL Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 12/17/2018. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 12/17/2018, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, --Lcc,OR-d Bill Rambo Permit Technician File No: D18-0047 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 6/17/2018 To: Bill Rambo, Permit Technician City of Tukwila Re: E.O.R. Special Inspection Letter Development Permit Application Number D18-0047 Brennan Heating & AC — 4601 S 134"' PL From: Mark Heinzig, PE Heinzig Enterprises, Inc. 16909 3nd Ave SE Bothell, WA 98012 425-208-6877 Heinzig@MSN.com D ck ? CITY OF TUKWILA JUN 202018 PERMIT CENTER For: 2018 Tenant Improvement (440 sf Office w/ Mezz above) inside existing circa 1977 Building My name is Mark Heinzig, PE, WA Civil PE #34507. I am the E.O.R. for the circa 2018 T.I. of the above referenced project. In concert w/ Mr. Zane Fitterer (Fitterer Construction), on behalf of Brennan Heating & AC, I would like to summarize my construction phase structural site observations & structural special inspections for the above referenced project. During the month of May & June, 2018 I performing structural engineering support, structural site observation & special structural inspections of the circa 2018 T.I. project, including but not limited to engineer review & approval of the following items performed by Mr. Zane Fitterer of Fitterer Construction: 1. Acceptable sawcut/demo of (E)structural slab for install of new footings, w/out damage to (E) reinforcement. 2. Proper install of new foundation, at proper location, geometry, reinf grade, size, orientation, concrete cover. 3. Proper new foundation concrete mix type, strength & slump; installed in conformance w/ industry standards. 4. Acceptable wood framing, including beams, columns, wall stud, block size, material type, location, spacing, orientation, properly nailed, properly connection w/ mental hardware, proper size, spacing & embed of A.Bs. 5. Acceptable new Wood Shearwalls & Floor Diaphragm install, including proper joist & stud type, material grade, orientation, blocking, PW type, thickness, staggered panel layout, diaphragm boundary & field nailing pattern, nail type, embed depth, framing clips & misc. metal straps. Minor field change reviewed/approved. 6. Acceptable wood framing at interface btwn existing/new construction, including install of ledgers, 6x bm, built-up support columns, metal connection hardware, lag screws of proper size, location, embedment depth. 7. Acceptable epoxy dowel install of all hold-down rods w/ Simpson SET -XP per Simpson Mfr install requirements; all dowels installed were of proper grade, diameter, length, properly field drilled, proper hole dia, properly cleaned & blown out prior to epoxy install, and dowels installed to proper embedment depth in existing structural slab without damage to existing reinforcement. 8. Acceptable install of railing around perimeter of the new mezzanine, using adequate framing members, Simpson DTC framing clips, etc. Please note, I field approved the use of 2x4HF#1 upper story wall stud members to provide railing support, in lieu of the 2x6 HF#lcalled out on the permit approved addendum structural plans. Based on items 1-8, it is my professional opinion that the structural foundation work, structural wood framing & install of epoxy & metal connection hardware for the 2018 T.I. office & elevated mezzanine at Brennan HVAC has been installed in general conformance with my design intent, as detailed on the permit approved, WA Civil PE stamped drawings dated 5/9/2018. Furthermore, with submittal of this letter & my dated signature on the permit documentation onsite, the contractor has satisfied the special structural inspection requirements stipulated for this project. FYI, I have field photographs of all the items mentioned in items 1-8, my project engineering file. Submittal of these photos are not necessary but are available upon your request. If you have any questions don't hesitate to give me a call at 425-208-6877, or email at Heinzig@MSN.com. Kindly yours, Mark Heinzg, PE,Heinzig Enterprises, Inc 16909 3`d Ave SE, Bothell, WA 98012 WA Civil PE # 34507 74/s 5/9/2018 To: Bill Rambo, Permit Technician City of Tukwila Re: E.O.R. Response to Correction Letter #1 Development Permit Application Number 018-0047 Brennan Heating & AC – 4601 S 134th PL From: Mark Heinzig, PE Heinzig Enterprises, Inc. 16909 3`d Ave SE Bothell, WA 98012 425-208-6877 Heinzig@MSN.com For: 2018 Tenant Improvement (440 sf Office w/ Mezz above) inside existing circa 1977 Building Dear Bill: My name is Mark Heinzig, PE, WA Civil PE #34507. I am the E.O.R. for the circa 2018 T.I. of the above referenced project. In concert w/ Mr. Zane Fitterer (Fitterer Construction), on behalf of Brennan Heating & AC, I have prepared WA PE stamped, signed & dated addendum engineering drawings dated 5/9/2018, and this engineering letter to address the items summarized in your Correction Letter #1, dated March 9, 2018.1 apologize for the delay in response to your redline comments, however, I had to prepare more extensive plans, accommodate tenant requested design revisions, and prepare as-builts of some existing office space. Please note, my engineer responses are presented in the same order as your 3/9/2018 letter, and they also make reference to my PE stamped resubmittal plans, dated 5/9/2018 : 1. In response to your request for a depiction of the complete building plans, I have expanded the permit submittal plans to include Ref Dwg 1.0 – 5.0, which depict circa 8/5/77 permit approved building construction drawings of the entire building, as prepared by Howard Dong Associates of Seattle WA. These were obtained from the City of Tukwila's archived records, available only in PDF format. I have also expanded the Architectural drawings A3.0, to depict both the (expanded) existing and proposed office space. Finally, I have identified the region of proposed 2018 tenant improvement construction w/ a heavy (dark) boundary line, and labeled it "Scope of Tenant Improvement, (N) Office and Mezzanine on Architectural Floor Plan (A3), the Structural Foundation Plan (S1), and the (relevant) ref historic drawing. (FYI, in my original submittal, I had included all relevant as -built structural & architectural info in direct proximity to the new construction; however, you want more info, so I had to expand my drawing scope.) 2. Though I do believe my original plans were of sufficient scope & drafting clarity, 1 have relocated some details, changed the layout, expanded the use of hidden vs solid lines (to depict existing vs new construction), and labeled the region of new construction for your benefit. I have also included the historic building's (5) circa 1977 permit approved drawings as reference. 3. In my prior submittal drawings, I depicted the need for 'special inspection' directly on the relevant structural details of Sl. However, as per your request, I have prepared/provided a "Construction Submittal, Certification and Inspection Requirements Matrix" on detail 1 of Drawing A2. Please note, because the proposed 2018 tenant improvement construction includes limited selective demo of an existing structural reinforced concrete floor slab (seated upon existing grade beams and timber piles about 6-12" above existing grade) w/out any damage to the existing slab reinforcement, I recommend the E.O.R. provide field review of all selective concrete slab demo to ensure no existing reinforcement Is damaged, plus review of the isolated pad footing size & reinforcement placement prior to concrete pour. Furthermore, I recommended the E.O.R. provide the continuous special inspection of all epoxy dowel installs, instead of having it performance by a 3`d party testing agency, or City inspector, as the latter may not be sufficiently familiar with the historic structural design, the location & RECEIVED CITY OF TUKWILA MAY 1 4 2018 PERMIT CENTER Y2- :ORRECTION 1_TR# DI5S-001+1 orientation of the concealed reinforcement concealed in existing structural elevated concrete slab. 4. On drawing Al, I have provided a summary of both existing & proposed office space plus existing vs proposed mezz. storage space. Please note, as per drawing Al, the property was historically built in 1977, under Uniform Building Code/UFC requirements/characterization: Type F-2 Occupancy for Wholesale, Warehouse & Processing. Under current (IBC/IFC) 2015) code, I think it would be designated as a Group S, unless the City deems it otherwise. Between 1977 — 2018, the building's gross footprint, size (6500 sf), structural assemblies, and construction type has not changed. However, the building's office space (& mezz. storage space) has increased from 1977. For example, total existing office space (circa 2018) = 1852 sf. Tenant proposes 450 sf additional office space, for a proposed post construction total of 2292 sf. This would not change the building's gross footprint, structure or construction type, however, total warehouse floor space would reduce to (6500 — 2292) =4208 sf. Should you need further clarification I kindly refer you to Zane Fitterer, whom is available to meet w/ you to discuss this issue. If that is not sufficient, I am available for a ph discussion or a meeting. 5. I have provided a guard rail detail for the new mezzanine storage space, it is detail C/A3.0. 6. Attached with this engineer response letter and (resubmittal) drawings dated 5/9/19 are a completed 2015 WA State Energy Code "Lighting Summary that was prepared by Zane F. under my supervision, utilizing the engineered project drawings that I prepared as E.O.R. 7. As per your direction, the new conditioned space has been modified to reflect 2x6 walls w/ R21 insulation, and the ceiling with R-38 insulation. This is stipulated on Note 11, A2, as well as drawings S1 callouts, and details. 8. As per the tenant's request, my 5/9/2018 addendum drawings include design revision to accommodate an (open) doorway between the existing conference room office space and the new office space. 9. As per the tenant's request, my 5/9/2018 addendum drawings include design revision to accommodate relocation of one proposed 4x8 column on Grid F (supporting the GL beam), to be relocated to 4'-3 13/16" South of Grid 2, in lieu of 2'-6" South of Grid 2. And, I removed the proposed 2'-6" partition wall on grid F. The purpose was to improve the office space. This minor change does not adversely affect either the existing structure nor the proposed remodel, nor changes the beam, footing or column size. Supporting structural calculations for this minor change are available upon request. 10. As per the tenant's request, the new mezzanine's wood framed floor elevation shall be 106" above the existing warehouse's concrete structural floor slab, whereas the existing wood mezzanine finished floor is located approx. 102" above finished floor. This revision increased the ceiling height in the new office (below the new mezzanine). This change is reflected in modified details 8/S1 & 9/51. If you have any questions about this letter or 5/9/2018 plans, don't hesitate to give me a call at 425-208-6877, or email at Heinzig@MSN.com. Kindly yours, Mark Heinzg, PE,Heinzig Enterprises, Inc 16909 3rd Ave SE, Bothell, WA 98012 WA Civil PE # 34507 ism Y/Z/Z vzo 1 March 09, 2018 City of Tukwila Department of Community Development ZANE FRITTERER 4006 42ND AVE SW SEATTLE, WA 98116 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D 18-0047 BRENNAN HEATING & AC - 4601 S 134TH PL Dear ZANE FRITTERER, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size. "New revised" plan sheets shall be the same size sheets as those previously submitted.) "STAMP AND SIGNATURES" (If applicable) For Engineers: "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient (WAC 196-23-010 & 196-23-020). Architects: "date" only not required (WAC 308-12-081). (BUILDING REVIEW NOTES) 1. On a separate sheet, provide a floor plan of the building that shows all existing areas, offices, mezzanine and show the location of the proposed office and mezzanine. Name each separate area or room. Show all exits, doorways windows etc. Clearly cloud the location of the proposed work. 2. Plan details and notes are very closely bunched together or run over making very difficult to read. "Construction documents shall be of sufficient clarity..." Provide plans that are clear to read. (IBC [A] 107.2.1) 3. Plan structural notes call for special inspections. Provide a matrix of the specific inspections for this project listing the type of special inspections required, periodic and continuous. (IBC 1705) 4. Please verify type of occupancy i.e. S1 or S1 & M etc. occupancy and specify the area in square footage of those spaces to include the square footage of the new proposed offices on the cover sheet. 5. Provide details for the new guardrail for the new mezzanine. Show method of post connections and space of rails per code. Guards shall be adequate in strength and attachment in accordance with IBC Section 1607.8. (IBC 1015.4 #3 & 1607.8) 6. Provide a completed 2015 Washington State Energy Code "LIGHTING SUMMARY" Compliance Forms for Commercial Buildings available online at: http://www.neec.net/energy-codes (scroll down to center of page "2015 WSEC Commercial Provisions - Compliance Forms"). 7. The new offices show to be conditioned with ductless system. Exterior walls of the new conditioned space show 2x4 construction. Walls shall be 2x6 construction with R-21 insulation. Ceiling shall have R-38 insulation. Show new construction wall changes and insulation per 2015 WSEC. (WSEC C402.1.1.1) Note: Contingent on response to these corrections, further plan review may request for additional corrections. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. Sincerely, Bill Rambo Permit Technician File No. D18-0047 q)ERMiT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0047 DATE: 05/17/18 PROJECT NAME: BRENNAN HEATING & AC SITE ADDRESS: 4601 S 134 PL Original Plan Submittal X Response to Correction Letter # 1 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: kwC si8At8 Building Division 111 Public Works ❑ Fire Prevention Structural Planning Division ❑ Permit Coordinator PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 05/17/18 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 06/14/18 Approved Corrections Required ❑ Approved with Conditions ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW ❑ Staff Initials: 12/]8/2013 �P��s�p COORD COPY ' �� c PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0047 DATE: 02/26/18 PROJECT NAME: BRENNAN HEATING & AC SITE ADDRESS: 4601 S 134TH PL X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: a C)TA) Building Division Public Works c Fire Prevention Structural LAP?) A)/,4 1-8-4 Planning Division 11 Permit Coordinator ❑ PRELIMINARY REVIEW: DATE: 02/27/18 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 03/27/18 Approved ❑ Approved with Conditions ❑ Corrections Required ❑ Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION CORRECTION LETTER MAILED: 1 AZ_ Departments issued corrections: Bldg Fire ❑ Ping 0 PW 0 Staff Initials: 12/18/2013 • City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: sp4�2oi� Plan Check/Permit Number: D18-0047 ❑ Response to Incomplete Letter # • Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Brennan Heating & AC Project Address: 4601 S 134 P1 Contact Person: KLFrfiCiv-efr' Phone Number: 2c6-6�. 4 Z57 Summary of Revision: 1� `to 7 akc51?e)'\S 11'1 C� 7� w/ L 1b` ar--( 31c71/z,/K Cvi4 p r', -brit ``,0.75 Le -1'15- rp ify,ft RECFIVED CITY OF TUKWILA MAY 14 2018 PERMIT CENTER Sheet Number(s): I 1 6 Of 17' c'I`"449 ` t r, SA u-/-- (1 Z to epk $ f7-7 (1-<--se--2) "Cloud" or highlight all areas of revision including date o r visi n Received at the City of Tukwila Permit Center by: ,1ijt: I.Vt' ❑ Entered in TRAKiT on C:\Users\bill-r\Desktop\Revision Submittal Form.doc Revised: August 2015 Fitterer Construction Srvc LLC Home Espanol Contact Safety & Health Claims & Insurance Washington State Department of Labor & Industries Page 1 of 2 Search L&I -Z.,Index Help My L&I Workplace Rights Trades & Licensing Fitterer Construction Srvc LLC Owner or tradesperson Fitterer, Zane Ivey Principals Fitterer, Zane Ivey, PARTNER/MEMBER Doing business as Fitterer Construction Srvc LLC WA UBI No. 603 308 274 4006 42nd Ave SW SEATTLE, WA 98116 206-669-4237 KING County Business type Limited Liability Company Governing persons ZANE IVEY FITTERER License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. FITTECS871 L4 Effective — expiration 06/24/2013— 07/16/2019 Bond ............... Wesco Insurance Co Bond account no. 46WB046382 $12,000 00 Received by L&I Effective date 06/12/2014 06/14/2014 Expiration date Until Canceled Bond history Insurance Security National Insurance $1,000,000.00 Policy no. NA121210700 Received by L&I Effective date 01/05/2018 11/28/2017 Expiration date 11/28/2018 Security National Insurance $2,000,000.00 Policy no. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=603308274&LIC=FITTECS871 L4&SAW= 5/24/2018 Fitterer Construction Srvc LLC NAI06075903 Received by L&I Effective date 05/19/2017 06/14/2017 Expiration date 06/14/2018 Insurance history Savings ........................ No savings accounts during the previous 6 year period. Lawsuits against the bond or savings ....._.................................................._.................................................... No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. Workers' comp No active workers' comp accounts during the previous 6 year period. Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes ........................................................ No strikes have been issued against this contractor. Contractors not allowed to bid No debarments have been issued against this contractor. Workplace safety and health No inspections during the previous 6 year period. Page 2 of 2 © Washington State Dept. of Labor & Industries. Use of this site is subject to the laws of the state of Washington. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=603308274&LIC=FITTECS871 L4&SAW= 5/24/2018